■CAHNKfc*  n  ■  S'mEh  COMPANY 


PITTSBURGH,  J»A. 


Q7Z 

Q2j  1st, 
1912. 


Digitized  by  the  Internet  Archive 
in  2017  with  funding  from 

University  of  Illinois  Urbana-Champaign  Alternates 


https://archive.org/details/steelsheetpilingOOcarn 


STEEL  SHEET 

PILING 

[.ytUit 

TABLES  AND 

DATA 

ON 

THE  PROPERTIES 

AND  USES 

OF 

SECTIONS 

MANUFACTURED  BY 

CARNEGIE  STEEL 

COMPANY 

PITTSBURGH,  PA. 

G0O9OVM512 


Copyright,  1912,  by 
CARNEGIE  STEEL  COMPANY 
Pittsburgh,  Pa. 


Ninth  Edition,  July  1st,  1912 


o 

si 


G7  a_ 

C  SUst 
)9  /£- 


STEEL  SHEET  PILING 


I 

OOl 


THE  Carnegie  Steel  Company  is  the  pioneer  in  the  manu¬ 
facture  of  rolled  steel  sheet  piling,  and  is  successor 
to  the  pioneers  in  the  manufacture  of  fabricated  piling 
sections. 

Since  December  23d,  1904,  the  date  on  which  it  first  rolled 
United  States  Steel  Sheet  Piling,  the  use  of  this  product  has 
passed  the  experimental  stage  aind  steel  sheet  piling  has  come 
to  be  recognized  by  engineers  everywhere  as  a  safe,  certain, 
efficient,  and  reliable  tool  in  subaqueous  construction. 
Invented  in  the  first  instance  to  replace  wooden  sheeting,  its 
use  has  been  extended  to  many  lines  impracticable  of  execution 
by  that  material.  In  the  course  of  experience  in  its  manu¬ 
facture  and  in  contact  with  its  actual  use,  this  Company  has 
acquired  a  large  amount  of  information  as  to  the  successful 
accomplishment  of  the  most  varied  classes  of  construction  in 
which  steel  sheet  piling  has  been  employed,  and  the  services 
of  its  trained  engineers  are  at  the  disposal  of  engineers  and 
contractors  having  such  work  in  contemplation.  The  illus¬ 
trations  of  the  methods  of  driving  and  pulling  steel  sheet 
piling  and  the  notes  on  its  uses  given  in  this  pamphlet  are  all 
drawn  from  that  experience. 

In  addition  to  the  tables  and  data  referring  directly  to 
steel  sheet  piling  and  its  uses,  there  have  been  included,  for 
the  convenience  of  engineers,  notes  and  a  few  tables  on  concrete, 
earth  pressures,  etc.  Most  of  these  tables  are  original  and 
either  computed  at  first  hand  for  use  in  this  book  or  compiled 
from  a  comparison  of  similar  data  in  standard  engineering 
works.  The  American  Civil  Engineers’  Pocket  Book,  edited 
by  Mansfield  Merriman,  has  been  of  most  assistance  in  this 
direction  and  acknowledgment  has  been  made  in  the  proper 
place  for  data  taken  directly  from  that  work. 


568739 


CARNEGIE  STEEL  COMPANY 


TYPES:  Steel  sheet  piling  is  manufactured  and  sold  by 
the  Carnegie  Steel  Company  under  three  forms:  United 
States  Steel  Sheet  Piling,  Friestedt  Interlocking  Channel  Bar 
Piling  and  Symmetrical  Interlock  Channel  Bar  Piling.  The 
sections  and  weights  of  these  three  forms  are  shown  in  the 
tables  which  follow.  They  have  been  thoroughly  tried  out 
in  all  classes  of  construction  and  under  the  most  favorable 
as  well  as  the  most  unfavorable  conditions  of  driving.  Each 
of  these  forms  has  its  distinct  advantages. 

1.  United  States  Steel  Sheet  Piling-  A  simple,  plain,  rolled 
section  ready  for  use  as  it  comes  from  the  mill  without  further 
fabrication.  Each  piece  is  complete  in  itself  and  all  pieces  of 
the  same  width  are  interchangeable.  The  strength  of  the 
section  is  uniform  throughout  and  each  pile  of  the  same  weight 
per  foot  is  as  strong  as  any  other.  In  its  profile  it  incorporates 
the  advantages  of  the  ball  and  socket  joint,  with  sufficient 
clearance  in  the  interlock  for  ease  of  driving  and  sufficient 
space  for  the  use  of  a  packing  substance  between  its  adjacent 
edges  to  insure  watertightness.  The  section  has  been  designed 
on  a  scientific  basis;  contact  between  the  head  and  the  socket  is 
made  by  lines  and  not  by  surfaces,  so  that  wedging  action  is 
prevented  and  the  maximum  strength  is  secured  to  resist 
forces  in  both  lateral  and  longitudinal  directions. 

The  joints  are  flexible  and  permit  the  entrance  of  silt  and 
clay  into  the  interlock  to  aid  in  securing  watertightness. 
They  permit  also  the  easy  passing  of  boulders,  old  logs  and 
other  obstructions  encountered  in  driving  and  the  construction 
of  circular  or  irregularly  shaped  pockets  without  the  use  of 
specially  bent  or  fabricated  pieces.  In  making  closures  for 
pockets,  cofferdams,  etc.,  such  flexible  joints  allow  distances 
to  be  gained  or  lost  by  longitudinal  displacement  in  the  joints 
themselves  or  by  slight  deflections  from  line.  They  are  also 
an  aid  in  bringing  the  piling  back  to  its  vertical  alignment  in 
either  direction  after  a  departure  from  it  caused  by  meeting 
obstructions  or  careless  driving.  The  clearance  in  the  inter- 


6 


STEEL  SHEET  PILING 


lock  between  the  ball  and  the  socket  is  such  as  to  insure  ease 
in  driving  and  pulling,  but  at  the  same  time  this  clearance  has 
been  kept  down  to  the  minimum  so  as  to  make  the  section  as 
nearly  watertight  as  possible. 

Tests  under  identical  conditions  and  experience  in  use  have 
proved  beyond  question  that  United  States  Steel  Sheet  Piling 
is  more  easily  driven  and  pulled  than  any  other  section 
hitherto  placed  on  the  market.  The  reason  for  this  is  believed 
to  be  the  absence  of  a  leading  groove,  combined  with  the  line 
contact  obtained  in  the  joints. 


United  States  Steel  Sheet  Piling  can  only  be  furnished  in 
the  sizes  and  weights  illustrated. 


Fig.  1 — Dimensions  of  United  States  Steel  Sheet  Piling  Sections 


7 


CARNEGIE  STEEL  COMPANY 


TABLE  I.— ELEMENTS  OF  UNITED  STATES 
STEEL  SHEET  PILING 


Section 

Index 

Description 

Area 

2 

Inches 

Neutral  Axis 
on  Center  Line  of  Web 

Straight 
Section, 
Wt.  per 
Sq.  Ft. 

Regular 
Corner, 
Wt.  per 
Lin.  Ft. 

Width, 

Inches 

Weight, 
Lbs.  per 
Lin.  Ft. 

I 

4 

Inches 

r 

Inches 

S 

3 

Inches 

S* 

3 

Inches 

M  102 

12 

40 

11.63 

7.31 

0.79 

4.00 

4.00 

40 

40 

M  104 

12* 

38 

11.20 

8.35 

0.87 

4.30 

3.97 

35 

38 

M  103 

9 

16 

4.71 

1.45 

0.56 

1.13 

1.51 

21 

16 

S*  is  the  average  section  modulus  per  horizontal  foot  of  wall  interlocked  in  place. 


2.  Friestedt  Interlocking  Channel  Bar  Piling— A  fabricated 
section  made  of  channels  and  zee  bars;  unsymmetrical  as 
regards  adjacent  pieces,  one  channel  having  two  zee  bars  full 
length  and  the  next  adjacent  channel  being  plain,  that  is, 
without  zee  bars.  The  standard  sections  listed  in  the  tables 
are  made  with  12"  and  15"  channels  and  special  zee  bars,  but 
other  sections  can  be  furnished  with  any  size  or  weight  of 
channels  which  can  be  interlocked  by  the  use  of  the  special 
or  standard  zee  bar  sections,  thus  permitting  a  large  range 
of  possible  weights  and  sizes. 

This  type  of  piling  section  does  not  have  the  same  strength 
in  a  longitudinal  direction  as  the  United  States  Steel  Sheet 
Piling  section;  it  has,  however,  sufficient  strength  for  use  in 
ordinary  construction  work.  While  the  joints  are  not  so 
flexible  as  in  the  case  of  the  rolled  section,  there  is  a  sufficient 
amount  of  flexibility  to  permit  successful  driving  and  pulling. 
When  driven  in  a  cofferdam  or  other  structure  sustaining 
lateral  pressure  from  one  side,  the  inner  surfaces  of  the  channels 
wedge  tightly  against  each  other  so  as  to  make  the  sections 
practically  watertight  without  the  use  of  packing  strips  or 
other  packing  material. 

Inasmuch  as  every  alternate  piece  is  furnished  plain  with 
the  exception  of  the  pulling  holes,  the  sections  possess  a  high 
salvage  value  in  that  some  40%  to  45%  of  the  channels  can 
be  withdrawn  and  used  for  structural  purposes  after  their 
temporary  use  as  sheet  piling  has  been  completed. 


8 


STEEL  SHEET  PILING 


Fig.  2— Assemblement  of  Friestedt  Interlocking  Channel  Bar  Piling 

TABLE  II.  ELEMENTS  OF  FRIESTEDT  INTERLOCKING 
CHANNEL  BAR  PILING 


Composition  and  Dimensions  of  Sections 


Description 

Channels 

Zees 

a 

In. 

b 

In. 

c 

In. 

d 

In. 

e 

In. 

f 

In. 

i 

jh  / 

g  1  /  2 

In-  In 

In. 

Lbs. 

perFt. 

In. 

Lbs. 

perFt. 

12"x33  lbs. 

12 

20.5 

3y8xy8 

8.6 

m 

1M 

3H 

2M 

13^8 

i  y8 

6  10K 

12"x38  “ 

12 

25 

3  y8x% 

8,6 

m 

1M 

3y 

2M 

1  y8 

m 

6  io  y8 

15"x38  “ 

15 

33 

4  y8x%, 

9.2 

IR 

lfk 

4  K 

3 

l'A 

i% 

7 y2  i3y2 

15"x44  “ 

15 

40 

4  y8xy8 

9.2 

1R 

1t56 

4^ 

3 

iy2 

7  y2  13 1 2 

Properties  of  Section,  Axis  X-X 


No. 

Description 

Sections  Interlocked 

Z  Bar 
Channel 

Plain 

Channel 

Regular 
Corner, 
Lbs.  per 
Lin.  Ft. 

Width, 

In. 

Lbs. 

per 

Sq.  Ft. 

Area 
In.  2 

I 

In.  4 

r 

In. 

S 

In. 3 

S* 
In.  3 

I 

In.  4 

r 

In. 

S 

In.  3 

I 

In. 4 

r 

In. 

S 

In.  3 

1 

2 

3 

4 

12 

12 

15 

15 

33 

38 

38 

44 

8.54 

9.86 

12.60 

14.46 

14.54 

18.62 

28.90 

36.77 

1.30 

1.37 

1.51 

1.59 

6.84 

8.72 

11.74 

14.88 

7.55 

9.62 

10.44 

13.23 

17.18 

19.26 

28.70 

31.92 

1.25 

1.25 

1.37 

1.36 

6.53 
6.94 
8.98 

9.54 

3.91 

4.53 

8.23 

9.39 

.81 

.79 

.91 

.89 

1.75 

1.91 

3.16 

3.43 

46 

51 

61 

68 

S*  is  the  average  section  modulus  per  horizontal  foot  of  wall  interlocked  in 
place. 


Friestedt  Interlocking  Channel  Bar  Piling  can  also  be 
furnished  with  double  interlock,  that  is;  with  two  zee  bars  on 


9 


CARNEGIE  STEEL  COMPANY 


each  piece,  in  which  case  the  section  possesses  great  stiffness 
and  lateral  strength  and  is  suitable  for  very  heavy  and  difficult 
driving  conditions. 

3.  Symmetrical  Interlock  Channel  Bar  Piling— A  fabricated 
section  made  of  channels  and  zee  bars  in  which  each  piece  has 
a  short  zee  bar  on  one  edge  and  a  long  zee  bar  on  the  other. 
The  long  zee  bar  forms  the  interlock  with  the  next  adjacent 
section  while  the  short  zee  serves  to  reinforce  the  top  of  the 
pile  and  to  distribute  the  blow  from  the  pile  driving  hammer 
uniformly  over  the  width  of  the  section.  The  lengths  of  the 
short  zee  bars  are  proportioned  to  the  length  of  the  entire 
piece  so  as  to  afford  ample  stiffness  at  the  top  of  the  pile  for 
various  driving  conditions,  as  per  the  following  table: 


Length  of  Piling 
20  feet  and  under 


Length  of  Zee  Bars 


2'  0" 
2'  6" 
3'  0" 
3'  6" 
4'  0" 


20  to  30  feet 
30  to  40  feet 
40  to  50  feet 
50  to  60  feet 


While  the  pieces  are  right  and  left  as  regards  position  in 
the  line  and  are,  therefore,  denominated  symmetrical,  the 
strength  of  the  sections  is  uniform  throughout  and  each  pile 
of  the  same  weight  per  foot  is  as  strong  as  any  other.  The 
section  is  not  as  strong  in  a  longitudinal  direction  as  the 
United  States  Steel  Sheet  Piling,  but  it  possesses  a  high  radius 
of  gyration  and  a  large  section  modulus  which  makes  it,  by 
reason  of  its  great  lateral  strength  and  stiffness,  the  most 
suitable  of  all  three  types  for  use  under  difficult  driving  condi¬ 
tions. 

While  the  tables  show  six  standard  sizes  and  weights,  the 
piling  can  be  manufactured,  in  a  manner  similar  to  the 
Friestedt  Interlocking  Channel  Bar  Piling,  in  a  variety  of 
sizes  and  weights  to  suit  special  conditions. 

4.  Driving  Widths.  The  theoretical  center  to  center  driv¬ 
ing  distances  of  the  Friestedt  Interlocking  Channel  Bar  Piling 
and  the  Symmetrical  Interlock  Channel  Bar  Piling  are  shown 
on  the  tables  of  the  Composition  and  Dimensions  of  Sections. 
The  sections  assemble  very  nearly  to  the  widths  given. 


10 


STEEL  SHEET  PILING 


Fig.  3. — Assemblement  of  Symmetrical  Interlock  Channel  Bar  Piling 

TABLE  III.— ELEMENTS  OF  SYMMETRICAL  INTERLOCK  * 
CHANNEL  BAR  PILING 

Composition  and  Dimensions  of  Sections 


No. 

Channels 

Zees 

a 

In. 

b 

In. 

C 

In. 

d 

In. 

e 

In. 

f 

In. 

1  1 
!  g  ! 

h  / 

/  2 

In. 

Description 

In. 

Lbs. 

perFt. 

In. 

Lbs. 

perFt. 

1 

10"x28  lbs. 

10 

15 

3%x% 

4.8 

It® 

1  6 

3 

2 

1 

IX 

5 

9 

2  1 

10"x34  “ 

10 

20 

3  %x% 

4.8 

Wb 

TH 

3 

2 

1 

IX 

5 

9 

3 

12"x34  “ 

12 

20.5  3%x% 

8.6 

m 

m 

3  X 

2M 

IX 

IX 

6 

10% 

4 

12"x39  “ 

12 

25 

3%x% 

8.6 

m 

IX 

3% 

2% 

IX 

m 

6 

10% 

5 

15"x39  “ 

15 

33 

4%x% 

9.2 

1R 

1  B 

lj6 

4% 

3 

IX 

m 

7  X 

13% 

6 

15"x45  “ 

15 

40 

4%x% 

9.2 

1th 

1 T6 

4% 

3 

l  X 

IX 

7Vi 

13% 

Properties  of  Section,  Axis  X-X 


Description 

Sections 

Interlocked 

Single  Section 

Regular 

Corner. 

No. 

Width. 

Lbs.  per 

Area  I 

r 

S 

S* 

I 

r 

S 

Lbs.  per 
Lin.  Ft. 

In. 

Sq.  Ft, 

In.  2  In.  4 

1 

In. 

In. 3 

In. 

In.4 

In. 

In  3 

1 

10 

28 

5.87  7.091 

1.10 

3.64 

4.85 

5.52 

0.97 

2.24 

26 

2 

10 

34 

7.29  10,26 

1.19 

5  27 

7.03 

6.61 

0.95 

2,50 

31 

3 

12 

34 

8.54  14.59 

1.31 

6.63 

7.32 

11.18 

1.14 

3.95 

38 

4 

12 

39 

9.86  18.66 

1.38 

8.48 

9.36 

12.63 

1.13 

4.23 

42 

5 

15 

39 

12.6028.96 

1.52 

11.44 

10  17 

19.33 

1.24 

5.68 

51 

6 

15 

45 

14.46  36  82 

1.60 

14.55 

12.93 

21.60 

1.22 

6.07 

58 

S*  is  the  average  section  modulus  per  horizontal  foot  of  wall  interlocked  in  place. 


11 


CARNEGIE  STEEL  COMPANY 


The  12"  United  States  Steel  Sheet  Piling  section  drives  to 
a  maximum  of  llyf"  and  to  a  minimum  of  11  the  aver¬ 
age  driving  distance  is  11}^";  it  requires  on  an  average  104 
pieces  to  drive  100  feet  of  wall.  The  12J4"  section  cannot 
drive  less  than  12 it  may  drive  13jks"  and  will  average 
about  13J4"  ;  91  pieces  should  drive  100  feet  of  wall.  The 
9"  section  cannot  drive  less  than  9";  it  may  drive  to  and 
will  average  about  9 }/i"  \  130  pieces  should  drive  100  feet. 

5.  Positive  Interlocks.  Experience  in  the  manufacture  and 
use  of  steel  sheet  piling  indicates  that  a  positive  interlock 
throughout  the  entire  length  of  the  piece  is  absolutely  necessary 
to  resist  much  irregularity  in  earth  or  water  pressure.  The 
forms  of  steel  sheet  piling  which  have  locks  top  and  bottom, 
top  or  bottom  or  even  intermediate  locks  have  proven  failures 
except  for  very  light  work,  the  earth  or  water  pressure  buckling 
the  section  between  the  locks  and  thus  allowing  the  inflow  of 
earth  or  water  into  the  excavation.  All  the  sections  manu¬ 
factured  by  Carnegie  Steel  Company  have,  therefore,  a  positive 
interlock  continuous  throughout  the  entire  length  of  the  piece 
in  both  lateral  and  horizontal  directions,  which  affords  maxi¬ 
mum  strength  against  sidewise  deflection,  distortion  or  the 
separation  of  the  pieces  due  to  local  pressures,  deformation 
in  driving,  etc.  This  positive  interlock  will  resist  distortion 
until  the  stress  induced  by  the  pressure  exceeds  the  elastic 
limit  of  the  steel  from  which  the  sections  are  rolled. 

6.  Composite  Piling.  While  a  positive  interlock  in  both 
directions  is  desirable  in  all  sheeting  and  is  absolutely  necessary 
in  difficult  conditions,  there  are  places  where  such  complete 
and  positive  interlocking  is  not  necessary.  In  cases  of  short 
lengths  and  simple  driving,  plain  I-beams  may  be  used  to 
form  the  sheeting,  a  shallow  section  being  set  transversely  of 
the  wall  with  the  flanges  of  a  deeper  section  fitting  into  its 
web.  Plain  corrugated  sheets  may  be  used  for  the  same  pur¬ 
pose  driven  through  sand  in  lengths  up  to  six  or  eight  feet, 
dependent  on  the  gauge  which  should  not  be  much  less  than 
No.  16.  In  sandy  conditions,  such  as  obtain  along  the  sea 


12 


STEEL  SHEET  PILING 


shore,  a  very  simple  sheeting  may  be  made  as  shown  in  Fig.  4. 
This  consists  of  4"  H-beams  with  3x12"  plank  interfitting. 
The  lower  ends  of  the  3x12"  plank  may  be  beveled,  as  is 
customary  in  wooden  sheeting,  to  insure  tight  driving,  and 
the  beams  and  the  plank  may  be  driven  with  a  light  hammer 


YS/////2ZZZ1 


\//  / 722Z /  //& 

Fig.  4 — Composite  H-Beam  Piling 


or  sunk  by  the  use  of  a  water  jet.  In  grounds  containing 
many  small  obstacles  or  in  long  lengths,  say  over  10  or  12 
feet,  it  would  probably  be  difficult  to  install  the  composite 
sheeting  with  sufficient  accuracy.  The  4"  H-beam  is  admir¬ 
ably  adapted  to  this  use  by  reason  of  its  wide  flange  width 
which  affords  ample  bearing  surface  for  the  ends  of  the  plank. 

7.  Method  of  Ordering.  United  States  Steel  Sheet  Piling 
may  be  ordered  by  weight  per  square  foot,  weight  per  lineal 
foot  or  by  section  number.  Fabricated  sections  must  always 
be  ordered  by  weight  per  square  foot  or  section  number  as 
given  in  Tables  II  and  III  of  weights  and  properties.  If, 
however,  standard  structural  zee  bars  are  used  instead  of  the 
standard  piling  zee  bars,  the  make-up  of  the  sections  should  be 
distinctly  stated  on  the  order  which  should  specify  the  weight 
of  the  channel  and  the  weight  of  the  zee  bar  per  lineal  foot 
which  go  to  make  up  the  component  parts.  Orders  should 
specify  in  all  cases  the  number  of  pieces  and  the  length  required, 
whether  with  or  without  pulling  holes,  and  the  number  and 
style  of  corners,  whether  right  or  left  hand.  If  corners  are 
not  square,  the  angle  to  which  they  are  to  be  bent  must  be 
stated.  Orders  for  junction  pieces  should  specify  the  junction 
piece  mark  as  indicated  on  the  pages  of  constructional  details, 
Figs.  40  and  41.  Piling  should  never  be  ordered  by  perimeter 
or  girth  of  enclosure  or  by  lineal  feet,  but  always  by  the  number 
of  pieces  and  their  length. 


13 


CARNEGIE  STEEL  COMPANY 


Steel  sheet  piling  is  estimated  and  invoiced  on  the  theo¬ 
retical  weights  of  its  component  members. 

STRENGTH  OF  SECTION:  The  strength  of  steel  sheet  piling  to 
resist  lateral  pressure  or  the  blows  of  the  pile  driver  may  be 
figured  in  accordance  with  the  usual  formulae  from  the  proper¬ 
ties  given  in  Tables  I,  II  and  III.  The  sections  are  made  of 
medium  steel  in  accordance  with  the  specifications  for 
structural  steel  adopted  by  the  American  Railway  Engineering 
Association,  and  unit  stresses  customary  in  building  or  bridge 
work  apply  to  them.  In  temporary  constructions  the  safe 
working  stress  may  be  taken  at  20,000  pounds  per  square  inch 
or  higher.  It  is  preferable,  however,  to  compute  the  normal 
pressures  and  to  figure  the  steel  at  16,000  pounds  per  square 
inch,  thus  providing  a  relatively  larger  factor  of  safety  as  a 
caution  against  unusual  or  unexpected  temporary  conditions. 

The  9"  16  pound  United  States  Steel  Sheet  Piling  and  the 
10"  28  pound  Symmetrical  Interlock  Channel  Bar  Piling  are 
adapted  for  sewer  and  trench  work,  for  shallow  pits,  for  wells 
of  small  diameter  and  any  other  places  where  the  depths  are 
not  over  25  feet,  the  soil  not  too  compact  to  allow  of  easy 
driving  and  the  pressure  not  excessive. 

The  12"  United  States  Steel  Sheet  Piling  sections,  the  12" 
and  15"  Friestedt  Interlocking  Channel  Bar  sections  and  the 
12"  Symmetrical  Interlock  Channel  Bar  sections  are  suitable, 
if  sufficiently  braced,  for  driving  in  most  classes  of  material 
to  the  depths  usual  in  foundation  work;  they  have  been 
driven  to  depths  of  85  feet.  The  15"  Symmetrical  Interlock 
Channel  Bar  Piling,  while  suitable  for  medium  construction, 
is  particularly  adapted  to  heavy  construction,  the  great 
transverse  strength  of  the  heavier  sections  making  them 
especially  efficient  for  deep  excavations  and  dams  where  high 
lateral  pressure  would  otherwise  require  excessive  bracing. 
While  the  choice  of  sections  is  in  a  way  dependent  upon  the 
individual  preferences  of  the  user  and  his  experience  in  the 
use  of  sheet  piling,  there  are  certain  considerations  which 
determine  the  suitability  of  each  section  for  particular  uses. 


14 


STEEL  SHEET  PILING 


1.  Lateral  Strength.  In  cofferdam  work  or  other  excava¬ 
tions  where  the  piling  is  exposed,  proper  bracing  is  essential 
and  the  spacing  of  rangers  and  bracing  to  be  used  will  depend 
upon  the  character  of  the  soil,  the  hydrostatic  pressure,  etc. 
No  fixed  rules  can  be  set  down;  it  is  better  to  err  on  the  side 
of  excessive  bracing  than  to  take  chances  of  failure.  Economy 
in  total  cost  of  construction  is  better  attained  by  the  use  of 
heavy  piling  and  a  small  amount  of  bracing  than  by  the  use 
of  light  piling  with  a  larger  number  of  braces.  One  advantage 
of  steel  sheet  piling  is  that  owing  to  the  strength  of  the  material  , 
waling  pieces,  girts  or  rangers  may  be  spaced  farther  apart 
than  would  be  necessary  with  ordinary  sizes  of  wood  sheet¬ 
ing  and  a  more  economical  distribution  of  the  material 
used  for  bracing  is  thus  made  possible. 

When  driven  and  under  pressure  steel  sheet  piling  must 
have  strength  similar  to  that  possessed  by  any  other  beam 
loaded  equally  or  unequally  with  earth  or  water  pressure,  and 
the  resistance  of  the  piling  to  transverse  bending  can  be 
calculated  by  the  known  laws  of  flexure  from  the  section 
moduli  of  the  sections  as  given  in  the  tables.  In  the  case  of 
the  fabricated  sections,  the  center  line  of  the  assemblement  is 
not  the  center  line  of  the  individual  members  and  it  is,  there¬ 
fore,  necessary  to  refer  all  the  calculations  to  a  theoretical 
neutral  axis  and  to  give  the  properties  of  the  assembled  sections 
on  the  assumption  that  when  interlocked  together  they  will 
act  as  a  unit,  with  the  result  that  the  calculations  sometimes 
show  the  strength  of  the  assemblement  to  be  greater  than  that 
of  its  weakest  member.  While  this  assumption  may  not  be 
theoretically  correct,  it  seems  to  be  the  only  basis  on  which 
the  comparative  strength  of  different  types  of  piling  can  be 
computed.  In  using  the  properties  of  fabricated  sections 
interlocked,  it  must  thus  be  remembered  that  they  are  for 
comparative  purposes  only  and  do  not  have  the  same  values 
as  those  published  for  homogeneous  symmetrical  rolled  sections 
whose  neutral  axis  does  not  change  position  after  assemble¬ 
ment.  In  the  case  of  United  States  Steel  Sheet  Piling,  the 


15 


CARNEGIE  STEEL  COMPANY 


section  modulus  of  the  individual  piece  is  the  same  as  its 
theoretical  section  modulus  when  interlocked  in  place.  The 
properties  of  the  zee  bar  channels  and  the  plain  channels  of 
the  Friestedt  Interlocking  Channel  Bar  Piling  and  the  proper¬ 
ties  of  the  single  sections  of  Symmetrical  Interlock  Channel 
Bar  Piling  are  strictly  correct. 


TABLE  IV.— COMPARATIVE  PROPERTIES  OF  STEEL 
PILING  AND  WOODEN  SHEETING 


Section 

and 

Size 

Section  Modulus, 
Inches3 

Moment  of 
Resistance, 

Inch  Pounds 

Section 

Modulus. 

Inches3 

Moment 

of 

Resist¬ 

ance, 

Inch 

Pounds 

Inter¬ 

Inter¬ 

Per  Horizontal 

Single 

locked 

Single 

locked 

Foot  of  Wall 

9"  161bs.U.S. 

1.13 

18080 

1.51 

24160 

12Y2"  38  “  “ 

4.30 

68800 

3.97 

63520 

12"  40  “  “ 

4.00 

64000 

4.00 

64000 

10"  28  lbs.  Sym. 

2.24 

3.64 

35840 

58240 

4.85 

77600 

10"  34  “ 

2.50 

5.27 

40000 

84320 

7.03 

112480 

12"  34  “ 

3.95 

6.63 

63200 

106080 

7.31 

116960 

12"  39  “ 

4.23 

8.48 

67680 

135680 

9.35 

149600 

15"  39  “ 

5.68 

11.44 

90880 

183040 

10.17 

162720 

15"  45  “ 

6.07 

14.55 

97120 

232800 

12.93 

206880 

2"x  8"  Y.  P. 

5.30 

6360 

8.00 

9600 

3"x  8"  “ 

12.00 

14400 

18.00 

21600 

3"xl0"  “ 

15.00 

18000 

18.00 

21600 

3"xl2"  “ 

18.00 

21600 

18.00 

21600 

4"xl2"  “ 

32.00 

38400 

32.00 

38400 

8"x  8"  “ 

48.00 

57600 

72.00 

86400 

6"xl2"  “ 

72.00 

86400 

72.00 

86400 

8"xl0"  “ 

106.70 

128040 

128.00 

153600 

8"xl2"  “ 

128.00 

153600 

128.00 

153600 

10"xl0"  “ 

166.70 

200040 

200.00 

240000 

10"xl2"  “ 

200.00 

240000 

200.00 

240000 

12"xl2"  “ 

288.00 

345600 

288.00 

345600 

14"xl4"  “ 

457.30 

548760 

392.00 

470400 

Relative  values  of  the  various  sections  together  with  their 
values  per  horizontal  foot  of  wall  are  given  in  Table  IV,  and 
for  purposes  of  comparison  there  are  included  corresponding 
values  of  long  leaf  yellow  pine  sheeting,  so  that  the  proper 
section  to  be  used  in  substitution  for  wood  may  be  easily 
obtained.  The  values  given  for  steel  are  based  on  a  fiber 
stress  of  16,000  pounds  per  square  inch,  and  those  for  long  leaf 
yellow  pine  on  a  fiber  stress  of  1,200  pounds  per  square  inch, 
which  is  that  recommended  by  the  American  Railway 


16 


STEEL  SHEET  PILING 


Engineering  Association  for  long  leaf  yellow  pine  and  Douglas 
red  fir.  These  fiber  stresses  may  also  be  used  for  white  oak. 

2.  Vertical  Strength.  When  being  driven  the  sections  are 
forced  to  act  as  loaded  columns,  the  load  being  applied  by  the 
blow  of  the  hammer  and  its  dead  weight,  and  it  is  under  these 
conditions  that  the  piling  is  subjected  to  its  most  severe  duty. 
The  first  condition  of  strength,  therefore,  is  its  ability  to  resist 
heavy  driving  without  buckling  or  springing  under  the  hammer 
and  the  polar  moment  of  inertia  of  the  section  and  its  radius  of 
gyration  are  of  great  importance.  The  careful  engineer  will 
select  a  material  with  a  large  radius  of  gyration  and  consequent 
stiffness,  for  if  the  piling  has  not  the  required  stiffness,  it  may 
buckle  under  difficult  conditions  of  driving,  when  the  energy 
of  the  hammer  will  be  spent,  not  in  sending  the  piling  down, 
but  in  distorting  it  and  in  overcoming  the  resultant  friction 
between  adjacent  members.  The  radius  of  gyration  of  the 
section,  however,  need  not  bear  any  definite  -proportion  to 
its  length.  If  the  piling  shows  a  tendency  to  spring, 
bolting  blocks  of  wood  to  the  leads  of  the  pile  driver  will 
afford  intermediate  support  to  the  piling,  after  which  the 
driving  proceeds  with  no  more  difficulty  than  if  the 
piling  were  of  shorter  length.  After  the  piling  actually 
enters  the  earth,  it  is  supported  laterally  and,  therefore, 
stiffened  by  the  adjacent  soil,  and  the  blows  of  the  hammer 
need  but  overcome  the  friction.  Steel  sheet  piling  sections  of 
great  stiffness  and  rigidity  have  been  driven  in  lengths  exceed¬ 
ing  723  times  their  radius  of  gyration. 

3.  Longitudinal  Strength.  In  an  ordinary  cofferdam 
braced  in  the  usual  manner,  strength  in  the  interlock  to  resist 
the  tearing  apart  of  the  sections  by  direct  tension  due  to 
unequal  pressures  is  not  often  required;  when  it  is,  United 
States  Steel  Sheet  Piling  is  recommended  for  use,  as  its 
longitudinal  strength  is  greater  than  that  of  the  fabricated 
sections.  The  average  longitudinal  strength  per  lineal  inch 
of  some  of  these  steel  sheet  piling  sections  when  made  from  the 
kind  of  steel  already  mentioned  is  as  follows: 


17 


CARNEGIE  STEEL  COMPANY 


9"  United  States  Steel  Sheet  Piling . 5,600  pounds 

12%"  38  Lb.  United  States  Steel  Sheet  Piling . 8,000 

12"  40  Lb.  United  States  Steel  Sheet  Piling . 7,000 

15"  39  Lb.  Symmetrical  Interlock  Channel  Bar  Piling  1,500 

These  values  are  the  values  at  the  yield  point  of  the  material 
and  should  be  reduced  from  one-third  to  one-half  to  obtain 
safe  working  unit  stresses. 

The  strength  of  United  States  Steel  Sheet  Piling  in  a 
longitudinal  direction  depends  upon  two  factors;  the  opening 
of  the  jaw  and  the  kind  of  material  from  which  it  is  made. 
The  former  can  be  controlled  by  a  careful  selection  of  the 
piling  sections  at  the  mill,  while  the  strength  of  the  section 
may  also  be  increased  by  an  increase  in  the  percentage  of 
carbon  which  carries  with  it  a  higher  elastic  limit  in  the  steel 
itself.  Experiments  indicate  that  without  undue  increase  in 
carbon  it  is  possible  to  obtain  a  longitudinal  strength  in  the  12" 
sections  up  to  12,000  pounds  per  lineal  inch,  which  is  ample 
for  any  condition  which  has  hitherto  arisen. 

The  longitudinal  strength  of  the  fabricated  sections  depends 
directly  upon  the  thickness  of  the  channel  web.  Tests  on 
piling  built  up  with  12"  40  pound  channels  show  that  a  value 
of  5,000  pounds  per  lineal  inch  can  be  obtained. 

4.  Bracing.  Steel  sheet  piling  may  be  used  for  low  dams  or 
cofferdams  without  any  lateral  bracing,  depending  for  its 
strength  to  resist  water  or  earth  pressure  entirely  upon  the 
lateral  stiffness  of  the  section  itself.  The  heads  of  water 
which  will  be  safely  resisted  by  such  piling  sections  acting  as 
cantilever  beams  are  as  follows: 

9"  16  Lb.  United  States  Steel  Sheet  Piling .  5'  9" 

12 38  Lb.  United  States  Steel  Sheet  Piling .  8'  0" 

12"  40  Lb.  United  States  Steel  Sheet  Piling .  8'  0" 

10"  28  Lb.  Symmetrical  Interlock  Channel  Bar  Piling .  8'  6" 

12"  34  Lb.  Symmetrical  Interlock  Channel  Bar  Piling . .  9'  9" 

15"  39  Lb.  Symmetrical  Interlock  Channel  Bar  Piling . 11'  0" 

When  steel  sheet  piling  is  used  in  cofferdams  of  greater 
depths  than  these,  it  will  be  necessary  to  provide  bracing  as 
is  done  in  the  case  of  wooden  cofferdams,  and  the  diagram, 
Fig.  5  and  Table  V,  give  the  hydrostatic  pressures  at  various 
depths  and  the  distance  between  the  wales,  together  with  the 


18 


STEEL  SHEET  PILING 


Fig.  5 — Diagram  of  Water  Pressures 

pressure  in  pounds  per  square  foot  which  may  be  used  for 
the  calculation  of  the  sizes  of  struts  and  wale  timbers. 

The  design  of  such  bracing  is  as  a  rule  a  matter  of  experience 
and  there  are  no  standard  types  of  construction.  Steel  may 
be  used  in  the  place  of  wood  and  there  is  shown  on  Fig.  6  a 
design  for  the  interior  bracing  of  cofferdams  in  which  the 
wales,  struts  and  posts  are  made  of  H-beams  and  the  diagonal 
bracing  is  made  either  of  timbers  or  rods  as  indicated.  At  the 
interior  junctions  of  this  bracing,  the  framing  conforms  to 
that  in  use  in  structural  work  generally.  At  the  ends  of  the 
struts,  provision  is  made  for  adjustment  by  the  use  of  wooden 
wedges  driven  on  the  one  hand  to  compel  the  struts  to  bear 
tightly  against  the  uprights  or  waling  pieces,  and  on  the  other 
hand  to  permit  quick  removal  of  the  timbers  when  the  coffer- 


19 


CARNEGIE  STEEL  COMPANY 


TABLE  V.  STEEL  SHEET  PILING  STRUCTURES 
Subject  to  Hydrostatic  Pressure 
MAXIMUM  THEORETICAL  WALE  SPACING  AND  PRESSURES 
UNITED  STATES  STEEL  SHEET  PILING 


Num¬ 

ber 

of 

Wale 

9' 

'x!6  Lbs. 

12%"x3S  Lbs. 

12"x40  Lbs. 

Dis¬ 

tance 

be¬ 

tween 

Wales, 

Feet 

Depth 

below 

Sur¬ 

face, 

Feet 

Pres¬ 

sure, 

Lbs. 

per 

Sq.  Ft. 

Dis¬ 

tance 

be¬ 

tween 

Wales, 

Feet 

Depth 

below 

Sur¬ 

face, 

Feet 

Pres¬ 

sure, 

Lbs. 

per 

Sq.  Ft. 

Dis¬ 

tance 

be¬ 

tween 

Wales, 

Feet 

Depth 

below 

Sur¬ 

face, 

Feet 

Pres¬ 

sure, 

Lbs. 

per 

Sq.  Ft. 

1 

0.0 

0 

0.0 

0 

0.0 

0 

7.95 

10.96 

11.00 

2 

8.0 

500 

11.0 

690 

11.0 

690 

5.48 

7.56 

7.59 

3 

13.4 

840 

18.5 

1160 

18.6 

1160 

4.53 

6.25 

6.27 

4 

18.0 

1120 

24.8 

1550 

24.9 

1550 

4.02 

5.54 

5.56 

5 

22.0 

1370 

30.3 

1890 

30.4 

1900 

5.07 

5.09 

6 

35.4 

2210 

35.5 

2220 

4.73 

4.75 

7 

40.1 

2510 

40.3 

2520 

4.46 

4.48 

8 

44.6 

2790 

44.7 

2800 

4.25 

4.27 

9 

48.8 

3050 

49.0 

3060 

FRIESTEDT  INTERLOCKING  CHANNEL  BAR  PILING 


Num¬ 

ber 

of 

Wale 

12" 

x33  Lbs. 

12"x38  Lbs. 

15"x38  Lbs. 

15' 

'x44  Lbs. 

Dis¬ 

tance 

be¬ 

tween 

Wales, 

Feet 

Depth 

below 

Sur¬ 

face, 

Feet 

Pres¬ 

sure, 

Lbs. 

per 

Sq.  Ft. 

Dis¬ 

tance 

be- 

ween 

Wales, 

Feet 

Depth 

below 

Sur¬ 

face, 

Feet 

Pres¬ 

sure, 

Lbs. 

per 

Sq.  Ft. 

Dis¬ 

tance 

be¬ 

tween 

Wales, 

Feet 

Depth 

below 

Sur¬ 

face, 

Feet 

Pres¬ 

sure 

Lbs.' 

per 

Sq.  Ft. 

Dis¬ 

tance 

be¬ 

tween 

Wales, 

Feet 

Depth 

below 

Sur¬ 

face, 

Feet 

Pres¬ 

sure, 

Lbs 

per 

Sq.  Ft. 

1 

0.0 

0 

0.0 

0 

0.0 

0 

0.0 

0 

13.59 

14.74 

15.14 

16.39 

2 

13.6 

850 

14.7 

920 

15.1 

950 

16.4 

1020 

9.38 

10.17 

10.45 

11.31 

3 

23.0 

1440 

24.9 

1560 

25.6 

1600 

27.7 

1730 

7.75 

8.40 

8.63 

9.34 

4 

30.7 

1920 

33.3 

2080 

34.2 

2140 

37.0 

2320 

6.87 

7.45 

7.65 

8.27 

5 

37.6 

2350 

40.8 

2550 

41.9 

2620 

45.3 

2830 

6.29 

6.82 

7.01 

7.59 

6 

43.9 

2740 

47.6 

2970 

48.9 

3060 

52.9 

3310 

5.87 

6.36 

6.54 

7.08 

7 

49.8  4 

>3110 

53.9 

3370 

55.4 

3460 

59.9 

3750 

5.53 

6.00 

6.17 

6.67 

8 

55.3 

3460 

59.9 

3750 

61.6 

3850 

66.7 

4170 

5.28 

5.72 

5.88 

6.36 

9 

60.6 

3790 

65.7 

4100 

67.5 

4220 

73.0 

4560 

20 


STEEL  SHEET  PILING 


TABLE  V — Continued 


SYMMETRICAL  INTERLOCK  CHANNEL  BAR  PILING 


10 

'x28  Lbs. 

12"x34  Lbs. 

15/ 

'x39  Lbs. 

15 

"x45  Lbs. 

Num- 

Dis- 

Depth 

Dis- 

Depth 

Dis¬ 

tance 

Depth 

Dis¬ 

tance 

Depth 

ber 

below 

Pres- 

below 

Pres- 

be¬ 

below 

Pres¬ 

be¬ 

below 

Pres¬ 

of 

Sur- 

sure, 

Sur- 

sure, 

tween 

Sur¬ 

sure, 

tween 

Sur¬ 

sure 

Wale 

face, 

Lbs.  per 

face, 

Lbs.  per 

Wales, 

face, 

Lbs.  per 

Wales, 

face, 

Lbs.  per 

Feet 

Feet 

Sq.  ft. 

Feet 

Feet 

Sq.  ft. 

Feet 

Feet 

Sq.  ft. 

Feet 

Feet 

Sq.  ft. 

1 

0.0 

0 

0.0 

0 

0.0 

0 

0.0 

0 

11.73 

13.45 

15.01 

16.26 

2 

11.7 

730 

13.5 

840 

15.(3 

930 

16.3 

1020 

8.09 

9.28 

10.36 

11.22 

3 

19.8 

1240 

22.7 

1420 

25.4 

1590 

27.5 

1720 

6.69 

7.67 

8.56 

9.27 

4 

26.5 

1660 

30.4 

1900 

33.9 

2120 

36.8 

2300 

5.92 

6.79 

7.59 

8.22 

5 

32.4 

2030 

37.2 

2320 

41.5 

2600 

45.0 

2810 

6.22 

6.95 

7.52 

6 

.  .  . 

43.4 

2710 

48.5 

3030 

52.5 

3280 

5.81 

6.48 

7.02 

7 

49.2 

3080 

55.0 

3430 

59.5 

3720 

5.48 

6.11 

6.62 

8 

54.7 

3420 

61.1 

3820 

66.1 

4130 

5.22 

5.83 

6.31 

9 

59.9 

3750 

66.9 

4180 

72.4 

4530 

dam  is  completed.  The  plan  of  construction  submitted  is 
based  on  the  use  of  a  single  size  section  for  waling  pieces 
throughout  the  depth  of  the  cofferdam.  In  the  deeper  panels, 
however,  the  bending  stress  in  these  sections  may  be  too  great 
safely  to  allow  their  use  on  clear  spans  center  to  center  of  the 
uprights,  in  which  case  short  foot  blocks  may  be  used  as 
shown;  in  the  upper  panels  these  will  not,  as  a  rule,  be 
required. 

In  order  to  facilitate  the  computation  of  cofferdam  bracing, 
Tables  VI  and  VII  of  the  tensile  and  compressive  values  of 
H-beams,  I-beams  and  square  yellow  pine  timbers  may  be 
used.  The  H-beam  is  the  best  steel  section  for  this  work 
because  it  is  especially  adapted  to  resist  compressive  stresses 
as  struts  with  a  good  degree  of  bending  value  and  it  is  desirable 
in  the  interests  of  economy  to  keep  down  the  number  of 
sections  employed  in  any  particular  cofferdam.  Four  I-beam 
sections  are  shown,  however,  which  are  suitable  for  cofferdam 
work,  especially  where  higher  bending  values  are  required 


21 


22 


STEEL  SHEET  PILING 


than  those  obtainable  by  the  use  of  the  H-beams.  The  fiber 
stresses  have  been  figured  in  accordance  with  the  specifications 
of  the  American  Railway  Engineering  Association,  as  follows: 

Bending  on  extreme  fibers  of  rolled  steel  shapes  net  section  16,000  pounds. 
Axial  compression  on  gross  steel  sections  16,000 — 70-d  where  1  is  the  length 
of  members  in  inches,  and  r  the  least  radius  of  gyration  in  inches. 

Bending  on  long  leaf  yellow  pine  1,200  pounds  per  square  inch  on  extreme 
fiber. 

120  pounds,  per  square  inch  for  shear  parallel  to  the  fibers. 

Average  compression  in  pounds  per  square  inch  on  long  leaf  yellow  pine  posts 

1,200 — 18  d  in  which  1  is  the  length  and  d  the  least  width  of  the  column,  both  in 
d 

inches. 

The  total  weight  of  steel  required  in  the  bracing  of  a  steel 
braced  cofferdam  will  approximately  equal  the  total  weight 
of  wood  and  tie  rods  as  framed  in  the  usual  manner.  The 
first  cost  of  the  steel  tracing  will  be,  roughly,  double  that  of 
the  wood  of  equivalent  strength,  not  taking  the  salvage  value 
of  the  former  material  into  account. 


TABLE  VI.  SAFE  LOADS  FOR  STEEL  BRACING 

In  Pounds 


WALES 

STRUTS 

T  ,pn  crt.h 

I— Beams  as  Beams 

H— Beams  as  Beams 

H- 

Beams  as  Struts 

UUII5  on, 

Feet 

8" 

10" 

12" 

15" 

4" 

5" 

6" 

8" 

4" 

5" 

6" 

8" 

18 

25 

31H 

42 

13.6 

18.7 

23.8 

34.0 

13.6 

18.7 

23.8 

34.0 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs 

40  100 

40150 

4 

37920 

55240 

1425025350 

40100 

6  2  5  2  0 

48600 

5 

30330 

52100 

114002028032080 

61560 

46320 

72420 

668  30 

6 

25280 

43410 

63950 

102060 

9500 

1690026740 

51300 

42780 

64900 

1  85060 

7 

21670 

3721054810 

89750 

8140 

1449022920 

43970 

39240 

61050,83610 

8 

18960 

3256047960 

78530 

7130 

12680 

20050 

38470 

35710 

5720079560 

121600 

9 

16850 

2894042630 

69810 

6330 

11270 

17820 

34200 

32170 

5335075500 

124060 

10 

15170  2605038370 

62830 

5700 

10140 

16040 

30780 

4950071450 

119570 

11 

137902368034880 

57120 

5180 

9220 

14580 

27980 

4565067390 

110580 

12 

126402171031970 

52360 

4750 

8450 

13370 

25650 

4180063340 

106100 

13 

11670 

2004029510 

48330 

4380 

7800 

12340 

23680 

59280 

101600 

14 

10830 

1861027410 

44880 

4070 

7240 

11460 

21990 

55230 

97110 

15 

10110 

1736025580 

41880 

3800 

i  6760 

10690 

20520 

92620 

16 

9480 

1628023980 

39270 

3560 

'  6340 

10030 

19240 

88130 

17 

8920 

1532022570 

36960 

5970 

9440 

18110 

83640 

18 

8430 

1447021320 

34900 

5630 

8910 

17100 

79140 

19 

7980 

1371020190 

33070 

8440 

16200 

20 

7580 

1302019180 

31410 

8020 

15390 

23 


CARNEGIE  STEEL  COMPANY 


TABLE  VII.  SAFE  LOADS  FOR  WOODEN  BRACING 
In  Pounds 


LONG  LEAF  YELLOW  PINE 


Length 

Feet 

Square  Timber  as  Beams 

Square  Timber  as  Struts 

6"x6" 

oo 

** 

00 

10"xl0" 

12"xl2" 

14"xl4" 

16"xl6" 

6"x6" 

8"x8" 

10,/xl0,/ 

12"xl2" 

14"xl4" 

16"xl6" 

4 

5760 

36720 

5 

5760 

36720 

6 

4800 

10  240 

35420 

6  5  2  8  0 

7 

4110 

9750 

34130 

64700 

8 

3600 

8530 

16000 

32830 

62980 

102000 

9 

3200 

7590 

14810 

23040 

31540 

61250 

100560 

146880 

10 

2880 

6830T3330 

23040 

30240 

59520 

98400 

146880 

11 

2620 

621012120 

20950 

31360 

28940 

57790 

96240 

144290 

199920 

12 

2400 

569011110 

19200 

30490 

2765056060 

94080 

141700 

198910 

13 

2220 

5250 

10260 

17720 

28140 

40960 

2635054340 

91920 

139100 

195890 

261120 

14 

2060 

4880 

9520 

16460 

26130 

39010 

25060 

52610 

89760 

136510 

192860258820 

15 

1920 

4550 

8890 

15360 

24390 

36410 

23760 

50880 

87600 

133920 

189840255360 

16 

1800 

4270 

8330 

14400 

22870 

34130 

49150 

85440 

131330 

186820251900 

17 

4020 

7840 

13550 

21520 

32130 

47420 

83280 

128740 

183790248450 

18 

3790 

7410 

12800 

20330 

30340 

45700 

81120 

126140 

180770244990 

19 

7020 

12130 

19260 

28740 

43970 

78960 

123550 

177740241540 

20 

6670 

11520 

18290 

27310 

42240 

76800 

120960 

174720238080 

Sewer  trenches  may  be  braced  by  the  use  of  single  timber 
runners  and  adjustable  sewer  braces,  these  braces  being  spaced 
five  to  six  feet  apart.  Piling  has  been  braced  in  trench  work 
by  the  use  of  the  collapsible  braces  alone,  in  which  case  the 
earth  pressure  forces  the  piling  to  take  a  catenary  curve  and 
thus  resist  the  pressure  by  its  interlocking  strength  in  a  longi¬ 
tudinal  direction.  This  method  may  be  employed  where 
absolute  alignment  of  the  trench  is  not  necessary.  Care 
should  be  taken,  however,  not  to  overstress  the  piling  so  as  to 
produce  short  bends  which  would  interfere  with  its  reuse. 

DRIVING :  United  States  Steel  Sheet  Piling  should  be 
driven  with  the  ball  end  of  the  section  in  advance,  the  socket 
end  of  each  pile  being  driven  down  over  the  ball  end  of  the 
preceding  pile.  In  this  way  the  interlocks  are  never  choked 
or  plugged  at  any  time  to  resist  or  retard  the  driving  of  the 
adjacent  pile  or  to  separate,  distort,  shear,  or  destroy  the 
interlocking  arrangements  to  the  impairment  of  their  utility. 

Symmetrical  Interlock  Channel  Bar  Piling  should  be  driven 


24 


STEEL  SHEET  PILING 


Monarch  Hammer 


Ingersoll-Rand  Hammer 


Goubert  Hammer  Arnott  Hammer 

Fig.  7 — Methods  of  Driving 


Sledges 


Wooden  Dolly 


25 


CARNEGIE  STEEL  COMPANY 


with  the  long  zee  bar  ahead,  which  serves  to  stiffen  the  free 
edge  of  the  pile,  the  other  being  restrained  by  the  adjacent 
sections  already  driven. 

Friestedt  Interlocking  Channel  Bar  Piling  sections  are 
driven  alike  in  either  direction,  plain  pile  following  zee  pile 
alternately.  In  driving  into  densely  compacted  soils,  the 
interlock  may  be  prevented  from  clogging  by  the  use  of  a 
small  cast  shoe  inserted  in  the  lower  end;  see  sketch,  Fig.  22. 

Steel  sheet  piling  is  driven  in  the  same  manner  as  wooden 
sheeting,  Figs.  7  and  8.  In  light  sewer  work  wooden  mauls, 
sledges  or  wooden  dollies  hung  from  a  tripod  may  be  sufficient. 
It  has  been  forced  down  with  hydraulic  jacks  and  levers,  and 
the  same  conditions  as  obtain  in  driving  wooden  sheeting  will 
ordinarily  determine  what  kind  of  equipment  is  desirable. 
It  is  usually  preferable  to  use  some  power  driven  hammer  and 
in  difficult  conditions  it  will  be  necessary  to  use  very  heavy 
drop  or  steam  hammers,  several  well  known  types  of  which 
are  illustrated  and  described  in  the  cuts  and  tables  which 
follow. 

1.  Kinds  of  Hammers.  So  long  as  round  bearing  piles  and 
wooden  sheeting  were  used  mainly  in  the  construction  of  bridge 
piers  and  cofferdams  where  ample  working  space  was  available, 
they  were  power  driven  by  drop  hammers  or  by  the  steam 
operated  gravity  hammers  originally  invented  by  James 
Nasmyth.  These  hammers  were  usually  made  with  recesses 
to  fit  the  leads  of  the  pile  driver  on  which  they  slid  and  by 
which  they  were  guided.  With  the  extension  of  the  cofferdam 
method  to  the  construction  of  building  foundations  in  close 
juxtaposition  to  adjacent  walls  and  with  the  introduction  of 
steel  sheet  piling  and  reinforced  concrete  sheeting,  more 
compact  hammers  have  been  devised  which  may  be  used  in 
the  fixed  leads  of  a  land  or  floating  pile  driver  or  swung  without 
leads  from  the  boom  of  a  crane  or  derrick  and  may  thus  be 
moved  about  from  pile  to  pile  within  reach  of  the  boom  with¬ 
out  shifting  the  derrick.  Where  a  long  line  of  sheeting  is  to 
be  driven  for  dams,  retaining  walls,  sewers,  etc.,  hammers 


26 


STEEL  SHEET  PILING 


Steam  Hammer,  Fixed  Leads 


Steam  Hammer,  Revolving  Leads 


Fig.  8 — Methods  of  Driving 


Drop  Hammer,  Fixed  Leads 


Drop  Hammer,  Swing  Leads 


27 


CARNEGIE  STEEL  COMPANY 


may  be  operated  on  cable  ways  being  raised  and  lowered  by 
a  winch  or  chain  block.  Power  hammers  may  be  classified 
as  follows: 

a.  Hoist  operated  Gravity  Hammers— The  ordinary  drop  hammer  or 
monkey,  Fig.  9,  a  block  of  metal  hoisted  on  guides  by  a  man 
driven  winch,  a  horse  power  or 
a  hoisting  or  monkey  engine  to 
a  position  immediately  over  the 
pile.  On  release,  the  block  falls 
by  gravity  upon  the  pile  and 
delivers  to  its  top  a  blow  the 
energy  of  which,  usually  ex¬ 
pressed  in  foot  pounds,  is  the 
product  of  the  weight  of  the 
hammer  multiplied  by  its  fall. 

Owing  to  the  length  of  time  re¬ 
quired  in  hoisting,  the  interval 
between  blows  is  great  and 
much  of  the  work  of  the  high 
velocity  blow  is  wasted  in  bruis¬ 
ing  and  battering  the  top  of  the 
pile,  in  overcoming  the  inertia 
regained  after  each  blow,  in 
producing  needless  vibration,  etc. 

B.  Steam  Operated  Gravity  Hammers-Pile  driving  Steam  hammers, 

originally  designed  for  driving  round  wooden  piles  but  modified 
by  the  use  of  special  driving  heads  to  suit  steel  piling  or 
wooden  sheeting,  in  which  a  heavy  metal  ram  is  raised 
by  steam  pressure  and  falls  by  gravity,  delivering  low 
velocity  blows  in  rapid  succession  without  so  much  lateral 
vibration,  distortion  of  the  pile  top  or  recovery  of  inertia  by 
the  pile.  The  steam  serves  no  other  function  than  to  lift 
the  hammer.  The  energy  of  the  blow  is  the  product  of 
the  weight  of  the  ram  multiplied  by  its  fall,  as  in  the  case  of 
the  hoist  operated  gravity  hammer.  No  variation  in  speed, 
however  great,  can  affect  the  force  of  the  blow,  unless  valves 


Fig.  9 — Drop  Hammer 


28 


STEEL  SHEET  PILING 


are  adjusted  to  trip  the  hammer  at  some¬ 
what  less  than  full  stroke.  The  hammer 
with  the  heaviest  ram  can  do  the  most 
driving. 

The  Cram  Patent  Steel  Pile  Hammer, 
Fig.  10,  is  made  with  a  horizontal  steam 
chest  and  a  hollow  piston  rod  through 
which  the  steam 
passes  into  a  long  hol¬ 
low  cylinder  which 
forms  the  ram,  which 
in  turn  slides  within 
an  I-beam  frame. 

The  whole  apparatus 
slides  on  a  pair  of 
leaders  and. is  raised 
or  lowered  by  means 
of  the  bail  at  the 
top.  The  length  of 
movement  of  the 
steam  valve  is  adjust¬ 
able  to  suit  the  force 
of  the  blows  to  the 
work  in  hand. 

The  Warrington 
Steam  Pile  Hammer, 

^  tj  Fig.  11,  employs  the 

main  features  of  the 
old  English  Nasmyth  hammer  with 
improvements  worked  out  by  Mr.  James 
N.  Warrington.  Its  chief  characteristics 
are  a  simple  and  positive  valve  gear, 
a  short  steam  passage  and  a  quick  and 
wide  opening  of  exhaust,  avoiding  both 
waste  of  steam  and  back  pressure 
during  the  drop,  turned  columns  con-  Warrington  Hammer 


29 


CARNEGIE  STEEL  COMPANY 


necting  the  cylinder  and  base,  and  a  piston  forged  on  its  rod 
with  a  channel  bar  attached  on  each  side  to  enable  the 
hammer  to  drive  below  the  bottom  of  the  leads.  The 
cylinder  is  long  and  vertical  with  steam  ports  at  its  base. 
The  piston  is  solid  and  the  ram  short,  heavy  and  solid 
except  for  the  piston  rod  cavity,  thus  concentrating  the 
weight  of  the  ram  as  low  down  as  possible.  It  is  furnished 
with  solid  or  open  end  bases  and  also  with  the  improved 
McDermid  base. 

c.  Double  Acting  Ram  Hammers— In  this  type  of  hammer  a  double 
acting  steam  cylinder  is  used.  After  lifting  the  weight,  the 
steam  is  reversed  and  applied  on  top  of  the  moving  parts  to 
propel  the  hammer  downward  at  a  greater  speed  than  would  be 
obtained  from  gravity  alone.  In  this  manner  a  shorter  stroke 
can  be  used  than  with  the  steam  operated  gravity  hammers 
and  a  greater  number  of  strokes  per  minute  obtained.  The 


Fig.  12 

Goubert  Hammer 


pressure  of  the  steam  on  the  piston  has 
no  direct  effect  upon  the  pile;  it  only 
serves  to  propel  the  ram  downward 
at  a  velocity  proportionate  to  the  area 
of  the  piston,  the  steam  pressure  and 
the  freedom  of  its  admission. 

In  the  Goubert  Steam  Pile-Driving 
Hammer,  Fig.  12,  the  cylinder,  a  heavy 
solid  steel  casting,  is  the  hammer  that 
strikes  the  blow.  It  slides  freely  on 
guides  that  are  part  of  the  frame,  and 
its  mass  is  such  as  to  absorb  the 
effect  of  percussion.  Its  lower  solid  end 
strikes  upon  a  loose  anvil  or  dolly 
block,  also  of  steel,  that  rests  on  the  top 
of  the  pile,  and  it  is  of  such  large  area 
as  not  to  be  injuriously  upset  by  the 
effect  of  repeated  blows.  The  piston 
and  hollow  piston  rod  are  stationary  and 
rigidly  connected  to  the  valve  chest. 


30 


STEEL  SHEET  PILING 


The  admission  of  steam  is  controlled  by  a  rotary  valve  in 
the  chest  above  the  piston  rod  and  a  buffer  spring  limits  the 
fall  of  the  plunger.  The  parts  are  all  heavy,  easily  accessible 
and  renewable.  The  frame  is  arranged  to  slide  on  leaders 
if  required  and  an  eye  is  provided  on  the  top  of  the 
chest  for  suspension  from  a  derrick.  The  dolly  block  is  of 
such  a  length  as  to  permit  driving  two  interlocking  sheet 
piles  at  the  same  time  and  is  made  in  the  form  of  a  cross  to 
readily  drive  corner  piles. 


The  Arnott  Pile  Hammer,  Fig.  13,  is  a  double  acting  steam 
hammer,  the  frame  or  body  of  which  is  a  single  casting  which 
forms  the  cylinder,  valve  chest  and  guides,  and  encloses  the  ram 
and  the  valve  mechanism.  The  safety 
buffers  and  striking  plate  are  also  within 
the  frame,  so  that  nothing  but  the  inlet 
valve  or  throttle  is  exposed.  The  piston 
and  rod  are  one  solid  steel  forging.  The 
ram  head  is  of  solid  steel  and  keyed  to 
the  piston  rod.  The  piston,  piston  rod 
and  ram  head  together  form  the  ram. 

The  ram  head  moves  in  guides  machined 
in  the  solid  frame.  The  valve  is  a 
simple  rotative  valve  within  a  bushing 
and  actuated  by  a  spindle.  The  striking 
plate  is  of  steel  and  the  travel  of  the  ram 
is  controlled  at  the  bottom  of  the  stroke 
by  striking  the  pile  and  at  the  top  by 
the  movement  of  the  valve.  Angles 
are  bolted  on  the  sides  of  the  frame  to 
take  the  leads  when  the  hammer  is  to 
be  used  with  a  standard  pile  driver.  fig.  13— arnott  Hammer 

The  New  Monarch  Steam  Pile  Hammer,  Fig.  14,  is  a 
double  acting  steam  hammer  with  working  parts  enclosed  in 
a  one-piece  frame  open  on  one  side  only  to  permit  access  to 
them.  The  piston  and  rod  are  forged  from  one  piece 
of  open  hearth  steel  rigidly  fastened  into  the  striking 


31 


CARNEGIE  STEEL  COMPANY 


ram  by  a  dowel  pin  driven  through 
the  ram  and  piston  rod.  The  striking 
ram  is  made  of  forged  crucible  steel. 
The  valve  is  located  slightly  above  the 
lower  end  of  the  cylinder  and  is  operated 
by  direct  contact  with  two  sliding  cams, 
one  for  the  upstroke  and  the  other  for 
the  downstroke  of  the  ram.  The  rods 
carrying  these  rams  are  at  all  times  in 
direct  contact  with  the  end  of  the 
valve  spindle,  eliminating  any  shock 
and  much  of  the  wear  to  the  valve  stems 
and  also  acting  as  a  stop  to  the  valve 
itself,  thus  securing  regular  opening  and 
closing  of  the  steam  and  exhaust  ports 
when  the  hammer  is  in  operation.  In 
the  No.  1  hammer  the  base  of  the  frame 
is  made  with  a  conical  recess  to  rest  on 
New  Monarch^ Hammer  the  head  of  the  pile.  The  base  of  the 
smaller  sizes  is  made  in  an  open  cross, 
thus  permitting  the  hammer  to  be  used  at  right  angles  or 
parallel  with  the  sheet  piling  and  also  for  driving  corner 
pieces  of  steel  sheeting  without  the  use  of  special  caps.  Jaws 
are  cast  in  the  sides  of  the  frame  to  take  standard  pile  driver 
leads. 


d.  Percussion  Piston  Hammers— This  type  of  hammer  is  con¬ 
structed  on  the  principle  of  the  air  drill  with  the  addition 
of  a  heavy  base  to  rest  on  the  pile.  The  blow  is  struck 
directly  by  the  piston  on  an  anvil  block  resting  on  top  of  the 
pile  and  the  hammers  are  intended  in  the  first  instance 
for  driving  wooden  sheeting  and  steel  sheet  piling. 

The  No.  5  style  Vulcan  Sheeting  Hammer,  Fig.  15,  is 
made  with  the  piston  and  ram  of  steel  forged  in  one  piece. 
The  base  of  the  hammer  is  hollowed  out  to  receive  the  strik¬ 
ing  bar  or  anvil  block  which  is  a  forging  with  a  tee-shaped 
head  at  bottom  to  rest  on  the' pile  and  upon  the  upper  end  of 


32 


STEEL  SHEET  PILING 


which  the  ram  delivers  its  blow.  This 
striking  bar  is  made  in  such  a  manner 
that,  while  it  is  free  to  travel  down 
some  distance  with  the  pile  when  struck, 
it  cannot  drop  out  of  the  machine.  The 
jaw  in  the  base  is  4"  wide,  3^4"  deep 
vertically  and  10"  long.  The  cylinder 
is  4"  in  diameter  with  a  stroke  from 
7"  to  8". 


Fig.  15 

Vulcan  Sheeting 
Hammer 


The  McKiernan-Terry  Pile  Hammer 
is  built  in  the  same  manner.  The  blow 
of  the  piston  is  delivered  on  the  top  of 
an  anvil  block  contained  within  the 
base  casting  and  its  full  force  transmit¬ 
ted  directly  to  the  piling  without  the 
intervention  of  springs  or  buffers,  though 
such  buffers  are  provided  at  the  top  of 
the  hammer  to  prevent  damage  on  the 
recoil.  A  feature  in  the  design  of  the 
hammer  is  the  heavy  base- block  which, 
apart  from  giving  strength  to  the  ham¬ 
mer,  provides  the  necessary  weight  to 
resist  vibration  due  to  the  rapid  stroke  of 
the  piston.  The  No.  1  and  No.  3  ham¬ 
mers,  Fig.  16,  are  built  with  a  step  on 
which  the  operator  may  stand  to  in¬ 
crease  the  effectiveness  of  the  blow  by 
reason  of  his  added  weight.  The  work¬ 
ing  parts  are  readily  accessible  for  lub¬ 
rication  and  renewal.  The  Nos.  5,  7 
and  9  hammers,  Fig.  17,  apply  the 
same  principle  to  the  driving  of  heavy 
piles.  There  are  but  two  moving  parts 
in  these  hammers  and  they  are  entirely 
enclosed.  The  rapid  stroke  is  obtained 

.  .  «  .  .  .  Fig.  16 — McKiernan- 

by  the  use  01  an  accelerating  piston  Terry  Sheeting  Hammer 


33 


CARNEGIE  STEEL  COMPANY 


or  cushion  device  which  consists  of  a 
secondary  piston  moving  within  the 
hollow  upper  end  of  the  main  or  ram 
piston  and  which  increases  the  piston 
speed  and  the  power  of  the  blow  de¬ 
livered  on  the  pile  in  addition  to  the 
positive  cushioning  of  the  piston  on  its 
up  stroke,  thus  preventing  any  possible 
damage  to  the  top  head  of  the 
hammer. 

The  Ingersoll-Rand  Sheet  Pile  Driver, 
Fig.  18,  is  made  in  one  size  only  and  its 
hammer  is  similar  to  the  ordinary  rock 
drill  piston,  except  that  the  chuck  of  the 
latter  is  replaced  by  a  flat  striking  or 
hammer  end.  It  embodies  all  the  super¬ 
iorities  of  design,  material  and  workman  - 

Fig.  17— McKiernan-  ship  which  have 

Terry  Pile  Hammer  . 

won  a  place  for  the 
Ingersoll-Rand  rock  drills  as  standards 
of  power  and  economy.  The  adjust¬ 
ments  are  such  that  the  piston  cannot 
strike  the  front  head  of  the  cylinder 
when  the  anvil  block  is  on  the  pile  and 
an  arrangement  on  the  valve  chest 
maintains  a  suitable  clearance  protecting 
the  back  head  on  the  upstroke.  The 
total  weight  of  the  machine  is  about 
1,200  pounds,  most  of  it  being  in  the 
heavy  foot-piece  in  which  the  weight 
is  concentrated  so  as  to  absorb  the 
reaction  of  the  pile  driver  and  to 
prevent  its  recoil  from  the  pile  head. 

The  foot-piece  has  holes  for  the  insertion 
of  a  bar  to  guide  the  piles  in  starting. 

While  the  hammer  is  constructed  for  Ingersoll-RaA°d  Hammer 


34 


STEEL  SHEET  PILING 


driving  wooden  sheeting,  a  loose  steel  head  fitting  any  section 
of  steel  sheet  piling  can  be  provided  with  an  oak  or  hardwood 
block  between  it  and  the  anvil  block,  the  head  slipping  over 
the  pile  and  the  wood  block  fitting  the  anvil  block  of  the  pile 
driver. 

All  steam  hammers  may  also  be  operated  with  compressed 
air,  but  larger  exhaust  openings  are  generally  required.  In 
driving,  the  full  weight  of  the  hammer  should  rest  upon  the 
pile.  The  hammer  line  should  be  just  taut  when  not  using 
guides  or  leaders,  but  should  be  quite  slack  when  supporting 
the  hammer  in  leaders.  Keys  and  bolts  should  always  be 
kept  tight  and  the  hammers  should  not  be  allowed  to  work  or 
run  unless  they  are  resting  or  bearing  on  the  piles. 

The  weights  and  dimensions  of  these  various  types  of 
hammers  and  the  sizes  of  sheeting  or  piling  with  which  they 
may  safely  be  used  are  shown  in  Tables  VIII  and  IX,  compiled 
from  data  furnished  by  the  manufacturers. 

TABLE  VIII.  WEIGHTS  AND  DIMENSIONS  OF  PILE 
DRIVING  HAMMERS 
DROP  HAMMERS 

Manufactured  by  Vulcan  Iron  Works,  Chicago,  Ill. 


Total  Net 
Weight, 
Pounds 

Distance 

between 

Jaws, 

Inches 

Width  of 
Jaws, 
Inches 

Duty. 

Size  of  Piles 
or  Piling 

Hammer  Will  Drive 

3000 

20 

8M 

Heavy  concrete  piles 

2500 

19 

7M 

18"  square  or  round  piles 

2000 

19 

7  M 

14"  square  or  round  piles 

1800 

18 

6M 

12"  square  or  round  piles 

1500 

18 

6M 

10"  square  or  round  piles 

1200 

16 

5K 

4"xl2"  sheeting 

1000 

16 

5M 

4"xl2"  sheeting 

800 

14 

4M 

3"xl2"  sheeting 

700 

14 

4  M 

3"xl2"  sheeting 

600 

13 

4  M 

2"xl2"  sheeting 

500 

13 

4^ 

2"xl2"  sheeting 

As  compared  with  hoist  operated  gravity  hammers,  the 
advantage  of  the  steam  hammers  consists  in  the  fact  that 
low  velocity  blows  will  force  a  pile  down  more  quickly  than 
high  velocity  blows,  not  to  mention  the  reduction  in  the  wear 
and  tear  on  the  outfit.  In  addition  to  the  quickness  of  its 


35 


CARNEGIE  STEEL  COMPANY 


TABLE  IX. 

WEIGHTS  AND  DIMENSIONS  OF  PILE 
DRIVING  HAMMERS 

Size  No. 

Total  Net  Weight,  Lbs. 

Weight  of  Ram,  Lbs. 

Dimensions 
over  all 

Cylinder 

Steam  Boiler  H.  P. 

Reauired 

Comp.  Air.  Free  Air 

Der  Min.  Cn.  Ft. 

Size  of  Hose,  Ins. 

Distance  between 

Jaws,  Ins. 

Width  of  Jaws,  Ins. 

Duty, 

Size  of  Piles 
or  Piling  Hammer 

Will  Drive 

ta 

a 

43 

bC 

"53 

w 

J? 

■-S 

a 

a 

o> 

Q 

i 

a 

c3 

Q 

a 

of 

M 

o 

Strokes  per  Min. 

WARRINGTON  STEAM  PILE  HAMMERS 

Manufactured  by  Vulcan  Iron  Works,  Chicago,  Ill. 

0 

16000 

7500 

180 

_ 

1634 

48 

60 

60 

234 

26 

934 

Heavy  concretepiles 

1 

9850 

5000 

144 

13  34 

42 

70 

40 

2 

20 

834 

18"  sq.  or  rd.  piles 

2 

6500 

3000 

138 

1034 

36 

70 

25 

134 

19 

734 

14"  sq.  or  rd. piles 

3 

3800 

1800 

96 

8 

30 

80 

18 

134 

18 

634 

10"  sq.  or  rd.  piles 

4 

1350 

550 

84 

4 

24 

80 

8 

1 

14 

434' 

4"xl2"  sheeting 

5 

800 

68 

10 

io 

4 

734 

300 

10 

l 

3"xl2"  sheeting 

CRAM  STEAM  PILE 

HAMMERS 

Manufactured  by  A.  F.  Bartlett  &  Co.,  Saginaw,  Mich. 

B 

8400 

5500 

144 

40 

70 

i  25 

234 

27 

834 

18"  sq.  or  rd.  piles 

C 

5500 

3090 

144 

40 

70 

|  18 

2 

20 

834 

14"  sq.  or  rd.  piles 

D 

4200 

2250 

102 

24 

80 

'  15 

134 

20 

834 

10"  sq.  or  rd.  piles 

1000 

430 

78 

12 

80 

'  15 

134 

12 

534 

4"xl2"  sheeting 

ARNOTT  PILE 

1  HAMMERS 

Manufactured  by  Union  Iron  Works,  Hoboken,  N.  J. 

0 

12000 

2550 

118 

28 

20 

10  34 

24 

100  50 

750  234 

28 

834 

Heavy  concrete  piles 

1 

8000 

1548 

94 

28 

18 

934 

21 

110 

30 

600  134 

28 

834 

18"  sq.  or  rd.  piles 

2 

5500 

890 

81 

25 

15 

734 

16 

130 

18 

300 

134 

25 

634 

14"  sq.  or  rd.  piles 

3 

4500 

663 

74 

23 

13 

634 

14 

135 

15 

200 

134 

23 

534 

10"  sq.  or  rd.  piles 

4 

2500 

363 

60 

20 

11 

534 

12 

150 

10 

150 

134 

20 

434 

6"xl2"  sheeting 

5 

1400 

214 

47 

17 

9 

434 

9 

200 

8 

100 

l 

17 

4 

4"xl2"  sheeting 

6 

850 

129 

40 

14 

8 

334 

7 

250 

5 

60 

l 

14 

3 

2"xl2"  sheeting 

7 

400 

70 

31 

10 

6 

2/4 

5 

300 

3 

40 

34 

10 

3 

l"x  6"  sheeting 

GQUBERT 

STEEL  PILE  DRIVING  HAMMER 

Manufactured  by  A.  A.  Goubert, 

New  York,  N.  Y. 

3 

5000 

1500 

76 

29 

17 

8 

14 

150 

60 

835 

2 

24 

834 

18"  sq.  or  rd.  piles 

2 

3400 

800 

62 

24 

14 

634 

10 

160 

30 

380 

134 

22 

634 

12"  sq.  or  rd.  piles 

1 

950 

200 

43 

16 

1034 

4 

8 

200 

12 

165 

1341 

4"  sheeting 

NEW  MONARCH  STEAM 

PILE 

HAMMER 

Manufactured  by  Henry  J.  McCoy  Co.,  New  York,  N.  Y. 

1 

7000 

1500 

90 

24 

24 

9 

1234 

125 

35 

600 

2 

24 

834 

18"  sq.  or  rd.  piles 

2 

4600 

850 

72 

20 

20 

734 

11 

150 

20 

300 

134 

20 

834 

14"  sq.  or  rd.  piles 

3 

2800 

450 

54 

18 

18 

434 

7 

175 

15 

150 

1 

18 

834 

6"xl2"  sheeting 

4 

800 

1251 

48 

14 

14 

334 

6 

250 

10 

65 

34 

3"xl2"  sheeting 

McKIERNAN-TERRY 

PILE  HAMMERS 

Manufactured  by  McKiernan-Terry  Drill  Co. 

,  New  York,  N.  Y. 

9 

7500 

1500 

72 

21 

21 

15 

12 

200 

40  i 

600 

2 

21 

634 

18"  sq.  or  rd.  piles 

7 

4500 

800 

65 

21 

17 

1134 

10 

225 

25  : 

300 

134 

21 

634 

14"  sq.  or  rd.  piles 

5 

1500 

200 

59 

11 

11 

7 

834 

250 

20  : 

200 

134 

11 

434 

4"xl2"  sheeting 

3 

640 

68 

54 

9 

434 

334 

534 

300 

15 

150 

l 

9 

334 

3"xl2"  sheeting 

1 

145 

21 

42 

8 

334 

234 

334 

500 

10 

100 

34 

8 

234 

2"xl2"  sheeting 

INGERSOLL-RAND 

SHEET  PILE 

DRIVER 

Manufactured  by  Ingersoll-Rand  Co. 

,  New  York 

N.  Y. 

Gl 

1200 

200 

80 

li  H 

:  ii 

4 

734 

300 

10 

110  134 

4"xl2"  sheeting 

36 


STEEL  SHEET  PILING 


TABLE  IX — Continued 

Steam  boiler,  horse  power  and  free  air  consumption  required  to  operate 
hammer  and  strokes  per  minute  are  figured  on  80  pounds  pressure  per  square  inch. 

Duty  of  hammers  given  in  usual  wood  units;  steel  sheet  piling  equivalents 
as  follows: 

Hammers  driving  2"xl2"  sheeting  will  drive  9"  piling  to  20  feet  penetration. 

Hammers  driving  3"xl2"  sheeting  will  drive  12"  piling  to  20  feet  penetration. 

Hammers  driving  4"xl2"  sheeting  will  drive  12"  piling  to  25  feet  penetration. 

Hammers  driving  14"  round  piles  will  drive  12"  piling  to  40  feet  penetration. 

Hammers  driving  18"  round  piles  will  drive  15". piling  to  60  feet  penetration. 

blows,  the  weight  of  the  entire  hammer  is  constantly  on  the 
pile,  so  that  it  is  kept  moving  at  all  times  and  no  opportunity 
is  afforded  for  the  earth  to  become  packed  around  the  pile  to 
increase  its  friction,  as  is  the  case  when  longer  periods  oi  time 
elapse  between  blows. 

The  weight  of  the  hammer  should  be  determined  not  only 
on  the  basis  of  the  resistance  of  the  soil,  but  as  well  on  the 
weight  of  the  individual  piles  to  be  driven.  It  should  be 
sufficiently  heavy  to  permit  the  pile  to  absorb  its  share  of  the 
blow  and  to  have  a  surplus  force  to  put  the  pile  in  motion. 
In  the  case  of  hoist  operated  gravity  hammers,  the  use  of  a 
heavy  hammer  with  a  short  drop  is  preferable,  as  a  light 
hammer  with  a  long  drop  has  the  effect,  by  reason  of  the 
inertia  of  the  pile,  of  delivering  a  blow  which  tends  to  crush 
it  rather  than  to  force  it  down. 

2.  Water  Jet.  It  has  been  found  as  a  matter  of  experience 
that  piling  can  be  driven  with  the  greatest  advantage  and 
economy  by  means  of  steam  or  drop  hammers.  In  some 
conditions  the  use  of  the  water  jet  may  be  of  assistance, 
though  the  expense  of  driving  is  ordinarily  increased  thereby. 
In  water  jet  pile  driving  a  jet  of  water  is  conveyed  to  the  point 
of  the  pile  through  a  hose  or  pipe  loosely  tied  or  fastened  to 
the  pile  and  discharging  below  its  point,  thus  loosening  the 
soil  and  allowing  the  piling  to  sink  by  its  own  weight  or  with 
very  light  blows  of  a  hammer.  It  makes  very  little  difference 
whether  the  nozzle  is  exactly  under  the  middle  of  the  pile  or 
not.  The  efficiency  of  the  jet  is  greatest  in  clear  sand,  mud 
or  soft  clay;  it  is  almost  useless  in  gravel  or  in  sand  containing 
a  large  percentage  of  gravel  or  in  hard  clay.  •  A  nozzle 


37 


CARNEGIE  STEEL  COMPANY 


is  amply  sufficient  in  sandy  soils  for  jetting  the  sections  of 
steel  sheet  piling  illustrated  in  this  book,  and  the  supply  pipe 
need  not  be  more  than  1"  in  diameter. 

3.  Pile  Points.  Special  cutting 
shoes  or  pile  points  are  not  neces¬ 
sary  with  steel  sheet  piling,  as  its 
small  end  area  allows  it  to  cut  its 
way  through  almost  any  material 
except  hard  rock.  Stumps  and 
submerged  logs  offer  little  hindrance 
to  its  progress.  It  has  broken 
steel  axles  and  penetrated  soft  rock. 
In  the  construction  of  the  found¬ 
ation  pits  at  the  Hoffman  House, 
New  York  City,  it  penetrated  and 
split  the  boulder  shown  in  Fig.  19. 

At  the  Kaw  River  bridge,  Kansas 
City,  it  encountered  a  mass  of  logs 
and  tree  trunks  some  of  which  were 
as  much  as  30"  in  diameter.  The 
piling  cut  its  way  cleanly  through 
the  obstructions,  and  the  piece 
shown  in  Fig.  20  was  brought  up 
from  within  the  cofferdam.  At  the 
Mt.  Vernon  bridge  across  the  Skagit 

River,  on  the  Great  Northern  Rail¬ 
road,  it  cut  into  a  log  42"  in 
diameter,  and  the  marks  left  by 
the  sockets  of  three  sections  are 
shown  in  Fig.  21.  Its  usefulness, 
however,  depends  very  much  on  the 
care  with  which  it  is  driven.  It  is 
.  a  modern  tool  of  construction,  but 
not  guaranteed  to  take  the  place  of 
saws,  cold  chisels  or  stonecutters' 
Fig.  21—42"  Log  Skagit  River  tools.  Easy  pulling  and  re-USe  of  the 


Fig.  20 — 30"  Log  Kaw  River 


Fig.  19 — Split  Boulder 


38 


STEEL  SHEET  PILING 


piling  is  dependent  upon  careful  driving,  which  is  also  a  pre¬ 
requisite  for  the  insurance  of  watertightness. 

In  connection  with  the  use  of 
piling  with  grout  poured  into 
the  interlock  to  insure  absolute 
watertightness  in  permanent  in¬ 
stallations,  it  is  necessary  to 
have  the  interlock  open  clear  to 
the  bottom.  This  can  be  done 
with  United  States  Steel  Sheet 
Piling  by  the  use  of  a  cast  iron 
shoe  as  shown  in  Fig.  22,  or  with 
a  or  1/%f  rod  bent  up  at  the 
end,  Fig.  23.  With  either  of 
these  devices,  there  may  be  a  tendency  for  the  piling  to  crowd 
back  at  the  top  during  driving.  This  may  be  corrected  by 
restraint  in  the  opposite  direction  by  the  use  of  cables  or 
otherwise. 

4.  Irregularities  in  Driving.  Steel  sheet  piling  should  be 
driven  as  nearly  vertically  as  possible.  When,  by  reason  of 
unequal  pressure,  the  piling  draws  ahead  at  the  top  or  bottom 
or  otherwise  departs  from  true  alignment,  such  features 
should  at  once  be  corrected,  otherwise  there  may  be  danger  of 
forcing  the  sections  apart  and  making  them  difficult  to  with¬ 
draw.  The  travel  ahead  of  the  piling  at  the  bottom  may  be 
corrected  by  driving  wedges,  nails,  etc.,  into  the  joints  at  the 
top  and  by  keeping  a  forward  strain  on  the  top  while  driving. 
If  dhe  top  travels  ahead,  it  should  be  held  back  by  cables  or 
other  means. 

While  looseness  in  the  interlock  and  flexibility  make 
United  States  Steel  Sheet  Piling  superior  to  all  other  forms, 
both  for  driving  and  pulling,  this  looseness  and  flexibility  may 
under  some  conditions  lead  to  lack  of  verticality,  due,  in  the 
last  analysis,  to  the  unequal  spacing  of  the  sections  caused 
by  underground  obstructions  or  otherwise.  The  natural 
tendency  in  driving  any  sheeting  is  for  it  to  draw  ahead  at  the 


39 


CARNEGIE  STEEL  COMPANY 


R.  R.  Spike  or 
Round  Rod 


Fig.  23 — Spacer 


top  and  to  squeeze  in  at  the 
bottom.  This  tendency  may 
be  obviated  in  this  section  and 
the  maximum  spacing  secured 
by  driving  a  railroad  spike  or  a 
round,  bent  rod  in  the  packing 
space  at  the  bottom  of  the  pile, 
as  shown  in  Fig.  23.  The  size 
of  this  rod  may  be  to 
dependent  upon  the  opening  of 
the  jaw  which  may  vary  some¬ 
what  by  reason  of  unavoidable 
irregularities  in  rolling. 

In  driving  an  enclosed  area,  such  as  a  cofferdam,  the  correct 
spacing  and  vertically  of  the  piling  is  of  the  most  importance 
at  the  point  of  closure  where  the  two  lines  may  depart  from 
the  vertical  in  opposite  directions.  In  such  cases  the  bending 
of  the  leading  lower  corner  of  the  piling  before  driving,  so  as 
to  lead  it  in  the  desired  direction,  will  tend 
to  correct  the  departure  and  bring  the  sec¬ 
tions  together  properly.  In  case  of  wide  de¬ 
viation  from  the  vertical  which  cannot  be  cor¬ 
rected  by  the  simple  means  outlined,  special 
tapered  pieces  may  be  provided  as  shown  in 
Fig.  24.  These  pieces  are  made  by  splitting 
a  section  lengthwise  and  uniting  the  pieces  by 
rivets  so  as  to  form  a  wedge-shaped  member. 

5.  Number  of  Pieces.  Ordinarily  sheet  pil¬ 
ing  is  driven  in  single  units.  With  the 
narrower  sections  and  with  pile  drivers  of  the 
usual  distance  between  leads,  or  with  ham¬ 
mers  swung  from  the  derrick  boom,  it  is  very 
often  possible  economically  to  drive  two  or 
more  pieces  at  once,  as  shown  in  Fig.  25. 

6.  Assemblement.  Piling  structures  are 
sometimes  assembled  complete  in  position  be- 


ITTirjiTTl) 
1 


Fig.  24 
Taper  Piece 


40 


STEEL  SHEET  PILING 


fore  driving.  While  this  is  advisable  in 
driving  around  areas  of  small  dimen¬ 
sions,  it  is  not  necessary  for  successful 
results  in  larger  structures  if  proper  c&re 
be  taken  in  driving.  The  best  method 
in  the  latter  case  is  to  drive  a  corner  to 
its  full  depth  and  to  absolute  verticality, 
and  then  to  proceed  by  driving  the 
subsequent  pieces  in  succession  around 
the  area,  making  the  closure  at  a  point 
removed  by  three  or  four  pieces  from 
the  corner  first  driven.  The  closure  of 
a  large  cofferdam  is  a  matter  of  some 
moment,  and  it  is  desirable  when  the 
closing  corner  is  nearly  reached  to  as¬ 
semble  five  or  six  pieces  in  position  as 
spacers  so  as  to  get  the  proper  alignment 
and  distance.  As  the  work  proceeds, 
these  pieces  are  successively  driven  a 
Fig.  25  few  feet  at  a  time  until  full  penetration 

Three-Piece  Driving 

is  reached. 

In  cases  where  the  dimensions  of  an  enclosure  are  so  fixed 
as  to  prevent  closure  by  the  use  of  the  standard  width  sections, 
special  width  sections  may  be  provided  as  shown  in  Figs.  26, 
27  and  28.  These  special  sections  are  made  by  splitting  the 
standard  sections  lengthwise  and  uniting  them  by  means  of 
plates  and  fillers -riveted  together,  or  in  case  of  small  deviation, 
by  the  use  of  bolts  and  slotted  holes.  The  open  holes  are 
intended  to  prevent  separation  of  the  pieces  during  shipment 
and  for  handling  preparatory  to  driving. 

7.  Penetration.  Piling  should  be  driven  to  such  a  depth 
in  firm  strata  as  to  insure  a  proper  toe  or  footing.  The  amount 
of  penetration  will  vary  with  the  character  of  the  material 
into  which  the  piling  is  to  be  driven,  but  it  should  always  be 
such  that  the  safe  bearing  resistance  of  the  material  multiplied 
by  the  embedded  area  of  the  pile  will  be  greater  than  the 


41 


CARNEGIE  STEEL  COMPANY 


k====KD 


Fig.  28 — Adjustable 
Piece  U.  S.  S.  S. 

Piling 

thrust  at  the  foot  of  the  pile.  The  penetration  should  also 
always  be  such  as  to  prevent  the  ingress  of  water  or  other 
materials  underneath  the  foot  of  the  pile. 

8.  Cautions.  Steel  sheet  piling  should  never  be  driven  to 
a  refusal.  If  the  character  of  the  blow  indicates  that  some 
obstacle  has  been  encountered,  it  is  always  better  to  investigate 
conditions  before  driving  farther.  It  is  sometimes  advisable 
to  leave  pieces  projecting  above  the  general  level  to  be  driven 
after  the  cofferdam  or  other  area  is  excavated  and  the  obstacle 
removed. 

Care  should  also  be  taken  in  the  use  of  concrete.  Concrete 
and  steel  bond  together  so  tightly  it  is  absolutely  necessary 
that  no  considerable  area  of  the  steel  and  concrete  should 
come  in  contact  unless  the  piling  is  to  remain  per¬ 
manently  in  position.  Heavy  grease,  building  paper  or 
thin  boards  may  be  interposed  between  the  concrete  and 


m 

« 

€2 

CS 

« 

@| 

©1 

£)[ 

©! 

1 

l 

0j 

" 

a 

SI 

« 

a 

m 

r 

0i 

i 

i 

m\ 

i 

i 

©' 

tij 

1 

©1 

i 

Fm.  26 — Adjustable 
Piece  Fabricated 
Piling 


?  :  is 


Fig.  27 — Adjustable 
Piece  Fabricated 
Piling 


42 


STEEL  SHEET  PILING 


the  steel  to  prevent  adhesion.  Steel  sheet  piling  against 
which  any  large  mass  of  concrete  has  set  cannot  as  a 
rule  be  pulled;  to  attempt  to  do  so  will  result  simply 
in  breaking  out  the  holes  in  the  piling  and  destroying  the 
material. 

9.  Cost  of  Driving.  The  cost  of  driving  steel  sheet  piling 
depends  on  a  number  of  very  variable  factors,  such  as  the 
kind  of  piling,  the  character  and  size  of  the  structure,  the 
character  of  the  material  to  be  encountered,  depth  of  penetra¬ 
tion,  type  of  pile  driver,  kind  and  weight  of  hammer,  exper¬ 
ience  of  the  crew,  etc.  The  items  which  make  up  the  driving 
expense  are  likewise  variable,  such  as  the  prorata  cost  of  the 
pile  driving  equipment,  including  the  driver,  hammer,  hoisting 
engine,  tackle,  etc.,  with  proper  allowance  for  depreciation, 
etc.,  if  owned  by  the  contractor  or  its  rental  and  maintenance 
cost  if  leased  for  the  occasion;  the  daily  expense  in  operation 
for  labor,  superintendence,  etc.;  cost  of  handling  piles  from 
the  siding  or  boat  to  the  driver;  the  cost  of  fuel,  water,  oil, 
waste,  etc.;  the  cost  of  insurance  on  equipment,  labor  and 
material,  etc. 

The  sum  total  expense  for  pile  driving  crew  and  regular 
equipment  does  not  vary  very  greatly  and  may  usually  be 
put  down  at  $50.00  a  day  or  somewhat  less,  but  this  is  compli¬ 
cated  by  the  introduction  of  steam  hammers  which  can  be 
used  suspended  from  derrick  booms  and  for  that  class  of  work 
which  does  not  need  a  power  hammer.  In  view  of  these  vari¬ 
able  factors  in  driving,  cost  figures  must  in  the  nature  of  the  case 
be  only  approximate.  Such  figures,  however,  may  be  of  some 
service  in  estimating  the  probable  cost  of  complete  installations 
and  we,  therefore,  append  from  our  records  Table  X,  which 
gives  a  selection  of  the  costs  of  driving  various  quantities  and 
kinds  of  piling  to  different  depths  of  penetration  on  jobs  of 
the  ordinary  size  and  character. 

The  actual  cost  of  driving  19,654  lineal  feet  of  12"  40  pound 
United  States  Steel  Sheet  Piling  (413  tons)  in  one  installation 
per  day  of  ten  hours,  was  as  follows: 


43 


CARNEGIE  STEEL  COMPANY 


I  Foreman  at  $5.00  per  day .  $  5.00 

1  Engineer  at  4.00  “  “  .  4.00 

1  Fireman  at  3.00  “  “  .  3.00 

6  Workmen  at  2.75  “  “  .  16.50 

Cost  of  Maintenance  and  Operation .  7.00 


Total  Cost  of  Driving  Crew  Per  Day . $  35.50 

Total  cost  of  crew  for  21  days . $74o.50 

Handling  and  incidental  expenses .  60.00 


Grand  Total  for  Job . . $805.50 

Total  cost  per  foot  of  penetration . 4.1  cents 

Total  cost  per  ton . . $1.95 


Piling  driven  in  lengths  of  from  40  to  60  feet  through  sand 
and  clay. 


TABLE  X.  COST  OF  DRIVING  STEEL  SHEET  PILING. 


Mt.  Carmel .  .  . 

. Ill. 

12 

35366 

28 

22 

32 

20 

Drop 

2.75 

Sand,  fine  gravel 

Port  Elizabeth 

....S. A. 

12 

35  96 

20 

15 

9 

4 

Drop 

10.60 

Stiff  clay,  silt 

Slow  hammer, 
handling  included 

Glen . 

....  Ohio 

12 

35  67 

16 

10 

35 

15 

Drop 

6.00 

Rip  rap,  sand,  gravel 

Hartnett . 

. Pa. 

12 

35  38 

22 

22 

16 

11 

Drop 

3.00 

Filled  earth,  clay  sand 

Des  Moines. . . 

. . . .  Iowa 

12 

35!  85 

26 

18 

40 

35 

Drop 

5.00 

Clay,  gravel 

Winnipeg . 

. .  .Man. 

12 

35154 

35 

30 

30 

13 

Drop 

4.50 

Clay,  hard  pan 

St.  Cloud . 

.  .  .  Minn. 

12 

35 

61 

18 

18 

35 

20 

Drop 

Drop 

12.00 

Labor,  fuel,  oil,  etc. 
Labor  and  equip¬ 
ment 

Decatur  River. 

. Ill. 

12 

35 

72 

14 

11 

11.90 

Sand,  gravel 

Louisville . 

. Ky. 

12 

35 

113 

30 

21 

100 

80 

Drop 

5.00 

Silt,  sand 

Williamsport.  . 

.  .  .  .Ind. 

12 

35 

28 

12 

12 

Drop 

6.64 

Sand,  coarse  gravel 

Labor  and  equip¬ 
ment 

Butler . 

. Pa. 

12 

35 

312 

20 

20 

30 

3 

Steam 

12.50 

Sand,  blue  clay 

Price  paid  con¬ 
tractors 

Bloomer . 

....Wis. 

12 

35 

18 

10 

10 

Maul 

29.00 

Quick  sand 

Labor  and  equip¬ 
ment 

Albion . 

....Neb. 

12 

35 

35 

26 

10 

14 

6 

Drop 

10.00 

Clean  sand 

Rothchilds .... 

....Wis. 

12 

35  50530 

28 

40 

35 

Steam 

3.50 

Coarse  sand,  gravel 

Neligh . 

....Neb. 

12 

35 

35 

20 

12 

26 

2 

Drop 

8.00 

Sand 

f  Much  time  lost 

Otisco  Lake. . . 

...N.  Y. 

12 

35 

46 

20 

18 

15 

3 

Drop 

17.00 

\  Labor  and  equip- 
[  ment 

Hatfield . 

....Wis. 

12 

35150 

35 

31 

15 

Drop 

21.00 

Sand,  clay,  gravel 

Newark . 

..N.  J. 

12 

35140 

25 

23 

20 

Steam 

11.50 

Gravel,  sand,  hard  pan 

Minneapolis.  .  . 

.  .  Minn. 

12 

351 

15 

14 

14 

16 

13 

Steam 

7.00 

Sand,  gravel,  boulders 

Milwaukee. .  .  . 

....Wis. 

12 

35 

21 

30 

30 

3012 

Drop 

7.90 

Clay,  quick  sand,  gravel 

Minnehaha.  .  . . 

.  .  Minn. 

12 

35  182 

35 

29 

3413 

| 

Steam 

7.40 

Sand,  gravel 

Labor  and  equip¬ 
ment 

Evansville . 

....Ind. 

12 

35105 

20 

19 

8610 

Drop 

0.63 

Clay,  loam,  sand 

St.  Louis . 

....Mo. 

12 

351 

15 

10 

10 

Drop 

4.00 

Clav,  quick  sand 

Barrow  in  Furness .  Eng. 

12 

35 

92 

25 

24 

6 

4 

Drop 

63.00 

Marl 

Driven  under  water 
— diver 

Pittsburgh .... 

. Pa. 

12 

35,134 

24 

5 

10520 

Drop 

5.00 

River  mud,  silt 

Labor,  handling 

44 


STEEL  SHEET  PILING 


TABLE  X- 

-Continued 

Location 

Ki 

d 

£ 

nd 

£ 

t-H 

s 

a 

o 

H 

05 

fl 

B 

o 

1 

% 

05 

-d 

- 

- 

ft] 

05 

fft 

a 

_o 

*3 

05 

C 

05 

ft 

N 

D 

v< 

P< 

D 

S 

| 

’x 

0. 

ri- 

m 

jr 

*y. 

1 

■a 

S 

05 

a 

.  w 

o 

c 

'o 

o 

ft 

05 

ft 

"S 

05 

o 

I 

Kind  of  Materia] 

Remarks  on  Cost 

UNITED 

STATES 

STEEL  SHEET  PILING— Continued 

12 

40 

130 

24 

20 

28 

5 

9.00 

Evansville . Ind. 

12 

40 

81 

20 

20 

31 

26 

Drop 

5.00 

Close  packed  sand 

Evansville . Ind. 

12 

40 

81 

20 

17 

31 

26 

Drop 

10.00 

Close  packed  sand 

Kilbourne . Wis. 

12 

40 

176 

34 

30 

20 

3 

Drop 

10.00 

Sand 

Driving,  handling 

Fargo . N.  D. 

12 

40 

58 

20 

20 

20 

8 

Drop 

10.00 

Sand,  gravel 

Inexperienced  crew 

Pittsburgh . Pa. 

12 

40 

400 

Sp 

50 

33 

12 

Drop 

14.80 

Heavy  clay 

Price  paid  con¬ 

tractor 

Brownsville . Pa. 

12 

40 

335 

25 

20 

60 

8 

Drop 

3.90 

Sand,  clay,  hard  pan 

Brownsville . Pa. 

12 

40 

77 

45 

44 

20 

15 

Drop 

15.00 

Sand,  clay,  hard  pan 

Labor,  equip ’t,  etc. 

Waukegan . Ill. 

12 

40 

17 

14 

10 

10 

6 

Drop 

11.40 

Sand,  gravel,  hard  clay 

Handling  cost,  13.6 

cents 

FRIESTEDT 

INTERLOCKING  CHANNEL  BAR  PILING 

Chicago . Ill. 

15 

54 

810 

65 

9 

Steam 

10.00 

Silt,  clay 

Omaha . Neb. 

15 

44 

85 

30 

14 

30 

10 

Drop 

6.50 

Slag,  quick  sand 

Inglis . Fla. 

12 

29 

70 

20 

16 

26 

2 

Drop 

16.00 

6  ft.  into  sandstone 

Price  paid  con¬ 

tractor 

West  Point . Ky. 

12 

33 

120 

37 

15 

25 

1 

Drop 

30.00 

Mud,  clay,  gravel 

Very  difficult  job 

Berrien  Springs. . .  Mich. 

15 

41 

900 

30 

30 

35 

14 

Steam 

11.00 

Mud,  sand,  clay 

Labor,  handling 

Rock  Island . Ill. 

15 

41 

21 

17 

16 

15 

12 

Drop 

14.50 

Gravel,  hard  pan 

New  York . N.  Y. 

15 

38 

75 

15 

15 

Drop 

20.00 

Earth,  sand,  gravel 

Price  paid  con¬ 

tractor 

SYMMETRICAL  INTERLOCK  CHANNEL  BAR  PILING 

Preston  Park . Pa. 

15 

39 

142 

40 

34 

22 

8 

Drop 

5.33 

Decayed  vegetation,  clay 

Evansville . Ind. 

10 

28 

26 

14 

12 

35 

25 

Drop 

7.50 

Clay,  shale,  cobbles 

Tomahawk . Wi3. 

15 

45 

148 

22 

16 

16 

2 

Drop 

20.00 

Very  hard  driving  up  to 

290  blows  per  foot 

DRIVING  APPLIANCES  : 

:  While  steel  sheet 

piling  is 

ordinarily  driven 

in 

the 

same 

manner  as  wooden  sheeting, 

occasions  arise 

which  call 

for  special  devices  and  pieces  to 

facilitate  the  work 

of 

construction. 

1.  Driving  Caps. 

As 

a 

rule  the  use  of  a  driving  cap  is 

commendable  for  the 

reason  that  thereby  the  piling  can  be 

better  held  in  the  leads  of  the  pile  driver  and  prevented  from 

getting  out  of 

alignment. 

The 

character  of  the  material 

encountered  and  irregularities 

in 

driving  may  also  make  it 

necessary  to  pull  and  to  re-drive  piles  occasionally,  thus  making 

the  use  of  a  cap  desirable. 

Where  the  piling  is 

to  be  with- 

45 


CARNEGIE  STEEL  COMPANY 


drawn  and  reused,  a  driving  cap  should  always  be  employed 
to  prevent  distortion  of  the  tops  of  the  piles. 


The  steel  driving  caps  illustrated  herewith  are  lighter  and 
more  economical  than  cast  iron  or  cast  steel  driving  caps 
without  any  detraction  from  their  efficiency,  while  defects 
in  the  production  of  iron  and  steel  castings  are  overcome  by 
the  use  of  rolled  structural  shapes  homogeneous  in  character. 
They  are  made  of  plates  and  angles  riveted  and  bolted  together 
to  form  grooves  to  hold  the  piles  in  position  and  to  fit  the  pile 
driver  leads  and  to  form  receptacles  for  wooden  blocks  properly 
to  cushion  the  blows  of  the  hammers.  These  wooden  blocks, 
while  shown  in  the  figures,  are  not  furnished  by  this  Company. 


0 

c 

Ml  la : 

0 

b 

L 


Driving  caps,  Styles  C  and  D,  Figs.  29  and 
30,  are  intended  for  use  in  driving  9"  or  10" 
steel  sheet  piling  with  mauls  or  light  ham¬ 
mers  where  the  lengths  are  short  and  the 
material  loose,  such  as  in  ordinary  sewer  or 


Fig.  29 

D  riving  Cap  C 


trench  construction,  etc.  They 
are  made  of  steel  plates  and 
angles,  forming  a  recess  below  for  the  piling 
and  above  for  a  wooden  cushion  plug,  and 
weigh  about  75  and  40  pounds  respectively. 
Style  D  is  more  compact  than  Style  C  and 
is  recommended  for  general  use. 


Fig.  30 

Driving  Cap  D 


Driving  cap,  Style  F,  Figs. 
31  and  32,  is  intended  for  use 
with  the  standard  pile  driver. 
It  is  made  of  a  steel  striking 
plate  1%"  or  2"  thick  with 
channel  guides  to  fit  pile  driver 
leads,  with  guide  angles  which 
grip  the  pile  by  the  use  of  set 
screws  and  with  a  square  recess 
Fig.  3i— Driving  Cap  f  formed  of  angles  into  which  is 
inserted  a  round  or  rectangular  wooden  plug  to  insure  the 


46 


STEEL  SHEET  PILING 


necessary  resilience.  The  spac¬ 
ing  of  the  bolts  securing  the 
guide  angles  to  the  under 
side  of  the  striking  plate  is  so 
arranged  as  to  permit  driving 
either  longitudinally  or  trans¬ 
versely  of  the  line.  The  wooden 
plug  should  be  made  of  good, 
tough  white  oak  or  hickory 
banded  with  an  iron  or  steel 
band.  The  weight  of  this  driv¬ 
ing  cap  is  variable,  dependent 
upon  the  width  of  the  pile 
driver  leads  and  their  distance 
apart.  Average  weight  to  suit 
pile  driver  with  leads  6"  wide 
and  18"  apart,  270  pounds. 

Driving  cap,  Style  H,  Fig.  33,  made 
likewise  of  plates  and  angles,  can  be 
used  with  mauls  and  light  compressed 
air  or  steam  hammers  or  with  heavy 
steam  hammers  hung  from  derrick 
booms.  It  can  also  be  swung  between 
the  leads  and  used  with  a  pile  driver 
where  the  distance  between  the  leads  is 
16"  or  over.  While  Style  F  driving  cap 
must  be  made  of  a  width  to  suit  the 
pile  driving  leads,  Style  H  is  made  in 
a  standard  size  with  striking  plate  10" 
wide,  12"  long  and  2"  thick,  and  the 
wooden  plugs,  not  furnished  by  the 
makers,  are  9"  square  at  the^bottom. 

Approximate  weight,  240  pounds. 

Driving  cap,  Style  I,  Fig.  34,  is  a 
modification  of  driving  cap,  Style  F,  in 


Fig.  32 — Driving  Cap  F 


47 


CARNEGIE  STEEL  COMPANY 


which  below  the  striking 
been  added  so  as  to  permit  the 
rotation  of  the  cap  and  thus 
drive  piling  at  any  desired 
angle.  It  is  intended  for  use 
in  driving  circular  construc¬ 
tions  from  a  revolving  pile 
driver.  It  can  also  be  used 
in  driving  rectangular  con¬ 
structions  in  connection  with 
a  steam  hammer  hung  in 
swinging  leads  or  suspended 
from  a  derrick  boom.  If  used 
in  the  latter  manner,  the  guide 
channels  may  be  omitted. 
Approximate  weight  for  the 
average  pile  driver  with  leads 
6"  wide  and  18"  apart,  480 
pounds. 


plate  additional  plates  have 


Fig.  34 — Driving  Cap  I 


In  using  structural  steel  driving  caps, 
care  should  be  taken  to  have  all  bolts 
f  firmly  tightened  up  and  the  cushion  so 
adjusted  that  the  blow  of  the  hammer 
will  fall  on  it  and  not  on  the  cap,  the 
soft  steel  of  which  it  is  made  being 
more  readily  damaged  by  the  blow  of 
the  hammer  than  the  metal  of  a  cast 
iron  cap.  Blows  may  be  offsetted  as 
shown  in  Fig.  35. 

Orders  for  driving  caps  to  be  used 
with  standard  pile  drivers  should  always 
state  the  exact  distance  between  the 
leads  (A),  the  width  of  the  leads  (B), 
Fig.  36,  and  whether  they  are  wood  or 

Fig.  35 — Offset  Blows  ,  ...  .  , 

wood  lined  with  iron.  The  shop  will 
furnish  caps  to  these  figures,  allowing  for  clearances  in  the  jaws. 


48 


STEEL  SHEET  PILING 


2.  Followers.  Pil¬ 
ing  has  been  driven 
under  water  by  the 
use  of  submerged  air 
operated  hammers, 
with,  however,  a  re¬ 
duction  in  the  force 
of  the  blow  due  to  the 
buoyancy  of  the 
water.  With  types  of 
hammers  such  as  the 
Arnott  and  Goubert, 

it  might  be  feasible  to  enclose  all  the  working  parts  above 
the  level  of  the  striking  plate  and  to  fill  the  chamber  so 
formed  with  compressed  air,  thus 
excluding  the  water  above  that  level 
and  making  a  miniature  diving  bell 
of  the  casing.  In  this  way  the  re¬ 
sistance  offered  by  the  water  cushion 
might  be  overcome  and  the  difference 
between  the  movement  of  the  ham¬ 
mer  in  free  air  and  in  compressed 
air  would  be  negligible.  In  this  case 
the  force  of  the  blow  should  be  ap¬ 
proximately  the  same  as  above  water 
and  the  only  practical  difference  in 
its  impact  would  be  that  due  to  the 
retardation  caused  by  the  greater 
density  of  the  compressed  air. 


Fig.  37 — Follower 


The  usual  method  of  driving  steel  sheet  piling  under  water 
or  below  the  ends  of  the  pile  driver  leads  is  by  the  use  of  a 
follower  made  of  a  piece  of  piling  as  shown  in  Fig.  37  with 
channels  or  projecting  plates  riveted  thereto  to  fit  over  the 
section  below.  These  followers  are  as  a  rule  six  or  seven  feet 
long  but  may  of  course  be  made  to  suit  any  conditions  which 
arise. 


49 


CARNEGIE  STEEL  COMPANY 


3.  Spliced  Lengths. 

9"  United  States  Steel 
Sheet  Piling  can  be 
rolled  in  lengths  up  to 
45  feet,  12"  and  12 y2" 
sections  in  lengths  up 
to  60  feet,  while  the 
fabricated  sections 
may  be  made  in  single 
lengths  longer  than 
this.  Where,  how¬ 
ever,  it  is  not  desired  to  ship  the  piling  in  such  long  lengths, 
or  the  lengths  needed  are  longer  than  can  easily  be  rolled,  or 
in  cases  where  the  head  room  will  not  permit  the  use  of  full 
length  pieces,  it  can  be  driven  in  spliced  lengths  with  or 
without  splice  plates,  which  are  really  necessary  only  where 
it  is  to  be  withdrawn  and  reused.  As  seen  in  Fig.  38,  the 
splice  plates  or  splice  channels  are  riveted  or  bolted  to  the 
upper  length  of  the  piling,  but  connect  to  the  lower  length 
by  bolts  through  slotted  holes  in  the  piling  webs.  The  use 
of  these  slotted  holes  permits  the  blow  of  the  pile  driving 
hammer  to  be  transmitted  from  the  upper  to  the  lower 
section  without  danger  of  shearing  the  bolts. 


12"  and  12 y2"  Piling  9"  Piling 

Fig.  38.  Standard  Splices 


FIRST  STAGE  OF 
DRIVING. 
Drive  each  piece 
its  full  length. 


DRIVING. 

Drive  a  short  length 
on  top  of  a  long  one, 
etc.,  to  within  ajDOut  4 
feet  of  final  position 


9 

3 

10 

11 

12 

4 

5 

6 

15 


w 

A  combination 
with  a  long  pile 
on  top  should 


—  be  driven  first 
to  final  position, 
then  each  suc¬ 
ceeding  com- 
7  8  bi nation. 


THIRD  STAGE  OF 
DRIVING. 


Fig.  39 — Stages  in  Spliced  Length  Driving 


50 


STEEL  SHEET  PILING 


The  detail  in  Fig.  39  shows  the  method  and  the  stages  of 
driving  a  deep  cofferdam  or  other  installation  by  the  use  of 
piling  of  two  different  lengths.  The  essential  feature  in  the 
use  of  such  lengths  is  always  to  retain  the  interlock;  when  this 
is  done,  the  piling  can  be  driven  with  the  same  certainty  as  if 
driven  in  full  lengths. 

4.  Corner  Pieces  and  Junction  Pieces.  Corner  pieces  for 
United  States  Steel  Sheet  Piling,  shown  in  Fig.  40,  are  made  by 
bending  the  sections  to  approximately  90  degrees  in  a  gag 
press.  Corner  pieces  for  fabricated  piling,  shown  in  Fig.  41, 
are  made  by  splitting  channels  lengthwise  and  uniting  the 
split  portion  by  the  use  of  bolts  and  rivets.  In  an  ordinary 
cofferdam  driven  continuously  in  one  direction,  the  corner 
pieces  are  alike,  and  United  States  Steel  Sheet  Piling  corners 
are  reversible.  When  pulling  holes  are  punched  in  the  piling, 
all  corner  pieces  are  furnished  with  pulling  holes  at  both  ends, 
thus  retaining  the  reversible  feature.  The  corners  for 
Symmetrical  Interlock  Channel  Bar  Piling  are  made  with  both 
zee  bars  full  length  so  as  to  make  them  reversible.  Orders 
for  other  than  90  degree  corners  must  state  inside  angular 
measurement. 

Junction  pieces  are  made  by  splitting  sections  in  half 
lengthwise  and  by  riveting  the  half  pieces  or  pieces  through 
angles  to  an  integral  section.  Different  forms  of  corner 
pieces  and  three  and  four-way  junction  pieces  are  shown  on 
the  pages  of  Constructional  Details,  Figs.  40  and  41,  and 
may  be  ordered  by  the  numbers  given.  The  constructional 
details  not  only  show  typical  positions  of  corner  pieces  and 
junction  pieces,  but  also  the  preferable  direction  of  driving. 

PULLING :  Steel  sheet  piling,  if  not  abused,  may  be  with¬ 
drawn  with  facility  and  is  re-usable  indefinitely.  It  has  been 
pulled  and  re-used  more  than  fifty  times  without  material 
damage.  Good  driving  and  easy  pulling  go  hand  in  hand; 
careless,  inaccurate  driving  necessarily  means  trouble  and 
expense  in  pulling.  The  methods  to  be  followed  in  pulling 


51 


CARNEGIE  STEEL  COMPANY 


52 


STEEL  SHEET  PILING 


Left  Hand  Left  Hand 

Inside  Corner  Pieces  Outside  Corner  Pieces 


Fig,  41 — Constructional  Details,  Fabricated  Piling 

piling  will  be  dependent  upon  the  equipment  available  and  the 
character  of  the  finished  structure  within  the  lines  of  the  en  closure. 

Within  a  reasonable  length  of  time  after  driving,  piling 
may  possibly  be  pulled  with  the  hoisting  equipment  used  in 
driving,  providing  care  has  been  taken  to  avoid  irregularities 
in  alignment  or  plumbing,  the  pile  line  being  fastened  directly 
to  a  clevis  attached  to  the  top  of  the  pile  to  be  pulled.  In 
sewer  and  trench  work  wooden  levers,  with  or  without  iron 
straps  at  their  ends,  have  been  successfully  employed  and 
would  ordinarily  be  suitable  for  pulling  any  piling  which  may 


53 


CARNEGIE  STEEL  COMPANY 


be  driven  with  a  maul  or  a  light  hammer.  In  extremely 
difficult  pulling,  the  lever  principle  has  been  extended  and  the 
piling  in  50-foot  lengths  pulled  by  means  of  a  box  plate  girder, 
one  end  of  which  rested  on  a  fulcrum  set  on  blocking  and  the 
other  end  was  lifted  by  multiple  blocks  suspended  from  an  A 
frame,  the  piling  being  drawn  by  a  gripping  device  secured 
to  the  girder  at  a  distance  from  the  fulcrum  equivalent  to 
about  one-fifth  of  the  girder  length.  It  has  also  been  pulled 
by  means  of  a  braced  frame,  triple  blocks,  pulling  clamps  and 
ropes,  as  shown  in  Fig.  43.  The  use  of  hydraulic  jacks 
has  been  recommended  by  some  engineers,  but  it  has  been 
found  practicable  as  a  rule  to  accomplish  the  desired  result 
by  other  means. 


*  Fig.  42 — Box  Girder  Pile  Puller 

The  power  required  to  pull  steel  sheet  piling  is  depend¬ 
ent,  of  course,  upon  its  length  and  driving  conditions.  The 
Curtis  Piling  Puller  will  develop  tractive  force  up  to  about 
seven  tons  and  is  suitable  for  light  work.  Sections  in 
50-foot  lengths  under  difficult  conditions  of  driving  may 
require  100  tons  or  more  for  their  extraction  and  more 
than  that  amount  of  traction  was  developed  by  the  box 
girder  shown,  used  by  the  Great  Lakes  Dredge  &  Dock 
Company,  detail  of  which  is  more  clearly  shown  in  Fig.  42. 

Lengths  of  steel  sheet  piling  under  40  feet  are  punched  for 
pulling  with  two  1  y%'  holes;  lengths  over  40  feet  are  punched 
with  two  additional  holes,  all  as  shown  in  Figs.  44  and  45. 
When  difficult  conditions  are  encountered  and  instructions  are 
given  when  the  order  is  placed,  additional  holes  will  be  fur¬ 
nished  without  extra  charge  and  spacing  will  be  modified  to  suit. 


54 


STEEL  SHEET  PILING 


Curtis  Puller 


Frame  and  Girder 


Derrick  Block  and  Tackle 

Fig.  43 — Methods  of  Pulling 


Lever 


Frame  and  Tackle 


CARNEGIE  STEEL  COMPANY 


O 


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r~ 

n 

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1 

1 

i 

1 

< 

► 

i 

— » 
i 

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1 

/ 

1 

1 

>ti 

1 - 1 

c  For 

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1 

3" 

lengths 
over  40 

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vJ 

12"  and  1234"  Sections  9"  Sections 

Fig.  44 — Pulling  Holes,  United  States  Steel  Sheet  Piling 

In  case  the  pieces  are  long  and  the  four-hole  punching  is 
used,  it  may  be  necessary  to  secure  special  pulling  clamps  as 
are  shown  in  Fig.  46  and  which  consist  of  plain  plates  riveted 

together  with  a  spacer  between  and 
connected  to  a  shackle  by  pin  and 
cotter.  These  clamps  should  de¬ 
velop  the  full  strength  of  the  bolts 
which  secure  them  to  the  piling. 

A  puller  for  use  in  very  heavy 
pulling  work  and  designed  and 
patented  by  Mr.  J.  E.  Grady  of  the 
Great  Lakes  Dredge  &  Dock  Com¬ 
pany,  is  shown  in  Fig.  47.  It  is 
made  of  a  cast  steel  yoke  with 
forged  cams  and  serrated  gripping 
devices  which  engage  the  pile.  It 
is  suspended  from  a  derrick  or  an 
A  frame  by  chains  connected  to  pins 
through  forged  suspension  bars 
which  permit  pulling  at  any  angle. 
The  pile  passes  up  between  the  gripping  devices  and  through 
the  cast  yoke,  so  that  the  puller  may  be  attached  at  aiiy 
point.  This  kind  of  puller  was  used  in  pulling  the  piling  at 
Black  Rock  Harbor  and  developed  a  traction  of  300  tons. 


Fig.  45 — Pulling  Holes, 
Fabricated  Piling 


56 


STEEL  SHEET  PILING 


Fig.  46 — Pile  Pulling  Clamp 


If  with  these  devices 
the  piling  refuses  to  come 
out,  it  may  sometimes  be 
started  by  light  blows  of 
a  heavy  hammer  on  the 
adjacent  pieces  to  break 
the  bond  of  any  rust 
which  may  have  accumu¬ 
lated  and  of  the  earth  com¬ 
pressed  in  the  joints.  In 
the  case  of  piling  which 
may  have  to  remain  in 
place  for  a  considerable 
time,  the  pulling  at  a  sub¬ 
sequent  date  may  be  facili¬ 
tated  by  the  lubrication  of 
the  joints  when  driving 
with  graphite,  grease  or 


Fig.  47 — Grady  Pile  Puller 


CARNEGIE  STEEL  COMPANY 


other  lubricant,  which  will  prevent  corrosion.  This  method  of 
lubrication  has  also  often  been  used  to  advantage  on  tempo¬ 
rary  installations. 

The  cost  of  pulling  steel  sheet  piling  is  made  up  of  almost 
as  many  variable  factors  as  the  cost  of  driving.  In  making 
estimates,  it  will  be  on  the  safe  side  to  figure  the  pulling 
cost  as  about  the  same  as  the  cost  of  driving  or  certainly 
not  less  than  75%  as  much. 

WATERTIGHTNESS :  No  steel  sheet  piling  manufactured 
is  absolutely  watertight,  as  it  is  impossible  to  roll  material 
with  the  accuracy  necessary  and  slight  irregularities  of  surface 
also  result  through  shipping  and  handling.  If  the  piling  is 
made  sufficiently  tight  to  prevent  ingress  of  water  absolutely, 
there  will  necessarily  be  difficulty  in  the  driving,  which,  in 
the  case  of  material  to  be  re-used,  is  of  much  more  importance 
than  a  small  leakage.  Extreme  watertightness  of  the  inter¬ 
locking  joint  when  exposed  is  not  of  much  practical  importance, 
except  in  cofferdam  construction.  If  the  river  bed  contains  a 
fair  proportion  of  sand  or  clay,  the  piling  will  pack  itself 
below  the  bed  level.  Friestedt  Interlocking  Channel  Bar 
Piling  and  Symmetrical  Interlock  Channel  Bar  Piling  are 
practically  watertight  as  driven,  and  absolutely  so  under 
many  conditions  by  reason  of  the  fact  that  the  external 
pressure  forces  the  abutting  surfaces  of  the  channel  flanges 
tightly  together  and  thus  prevents  ingress  of  water.  Where, 
by  reason  of  re-use  or  other  cause,  these  sections  show  signs 
of  leakage  under  water  pressure,  the  leaks  may  be  stopped  by 
the  use  of  street  sweepings,  manure  or  other  fine  material 
applied  against  the  outside  surfaces  of  the  piling;  the  suction 
of  the  water  after  the  pumps  are  started  carries  such 
material  into  the  interlock. 

It  is  distinctive  of  the  United  States  Steel  Sheet  Piling 
that  while  it  is  rolled  as  nearly  watertight  as  other  rolled  types 
of  piling,  provision  is  made  in  the  interlock  for  insuring  more 
perfect  watertightness  in  quite  a  simple  way  and  in  a  way 
which  does  not  depend  for  its  success  upon  absolute  accuracy 


58 


STEEL  SHEET  PILING 


in  the  process  of  manufacture.  In  clear  water  the  piling  may 
be  made  watertight  with  wooden  packing  strips  which  are 
assembled  with  the  sections  of  the  piling  before  driving. 
These  packing  strips  swell  in  contact  with  the  water,  close  the 
joints  and  effectually  prevent  leakage.  Experience  with  them 
has  demonstrated  that  they  in  no  way  interfere  with  the 
driving  of  the  piling,  as  they  rather  act  as  a  lubricant. 

These  packing  strips  may  be  half  round  or  rectangular  in 
form,  the  latter  being  the  better  for  the  reason  that  contact 
is  made  with  the  inner  surface  of  the  interlock  by  lines  rather 
than  by  surfaces  and  the  friction  of  driving  is  also  smaller.  Pack¬ 
ing  strips  for  12"  40  pound  piling  may  usually  be  1 3^2/r  half 
round  or  1} 4/,x%,,>for  12J^"  38  pound  piling  1%"  half  round 
or  1M"xK"-  They  need  not  be  ordered  to  any  specified 
length  but  may  be  gotten  and  used  in  random  or  ordinary 
stock  lengths,  pieces  being  inserted  on  top  of  each  other  un¬ 
til  the  desired  space  is  filled.  Packing  strips  for  9"  piling 
may  be  made  of  shingling  laths.  The  size  of  packing  strips 
should  be  verified  for  each  lot  of  material  used  so  as  to  con¬ 
form  to  unavoidable  irregularities  in  rolling  and  jaw  openings. 
They  should  be  of  very  dry,  tough  wood,  preferably  spruce 
or  wood  with  similar  grain,  that  will  swell  readily  to  a  much 
larger  volume  when  water  soaked. 

Packing  strips  for  United  States  Steel 
Sheet  Piling  are  placed  in  the  socket  of 
the  pile  and  driven  down  with  it  over  the 
head  of  the  adjacent  pile.  To  prevent 
their  falling  out  during  handling,  they  may 
be  secured  by  wedges,  as  shown  in  Fig.  48, 
driven  at  the  top  and  bottom  and  at  irreg¬ 
ular  intervals,  say  five  to  six  feet  apart. 

These  wedges  are  knocked  out  by  the  ad¬ 
jacent  pile  during  the  process  of  driving. 

In  addition  to  these  packing  strips  driven  in  the  interlock, 


W EDGES 


59 


CARNEGIE  STEEL  COMPANY 


United  States  Steel  Sheet  Piling  has  been  made  perfectly 
watertight  by  driving  the  edges  of  shingles  into  the  space 
between  the  head  and  the  socket  and  small  leaks  may  readily 
be  corrected  in  that  way.  It  may  also  be  made  watertight 
by  the  dumping  of  street  sweepings,  manure,  etc.,  on  the  out¬ 
side  of  the  piling  to  be  carried  into  the  interlock  by  the  pressure 
of  the  water,  just  as  is  done  in  the  case  of  the  fabricated  sec¬ 
tions,  or  by  dropping  coal-dust,  dry  whole  wheat,  etc.,  into 
the  interlocking  joints. 

CUTTING :  In  the  few  cases  where  it  is  necessary  to  cut 
steel  sheet  piling  to  an  exact  level  and  where  time  is  not  an 
important  factor,  it  may  be  done  by  the  use  of  hack  saws.  It 
has  also  been  cut  by  the  use  of  an  electric  arc  at  figures  as 
low  as  9  cents  per  lineal  foot.  It  may  also  be  cut  by  the 
oxy-acetylene  method  or  by  the  oxy-hydrogen  method,  and 
from  a  number  of  results  it  has  been  computed  that  any  large 
quantity  of  piling  can  be  cut  at  a  cost  not  exceeding  30  or 
50  cents  per  lineal  foot  of  cut,  including  current,  labor  and 
depreciation. 

USES :  Since  the  date  of  the  first  experiments  made  by 
Luther  P.  Friestedt  in  1899,  steel  sheet  piling  has  been  used 
in  practically  all  the  important  classes  of  sheeting  construction 
where  wood  can  be  employed  and  in  a  number  of  other  classes 
of  construction  to  which  wood  sheeting  is  not  at  all  adapted. 
A  few  notes  on  these  uses  may  be  of  interest: — 

1.  Cofferdams.  The  range  of  the  use  of  the  cofferdam 
method  in  the  construction  of  piers  and  abutments  has  been 
greatly  extended  by  the  use  of  steel  sheet  piling  by  reason  of 
the  convenience  with  which  it  may  be  obtained,  the  ease  and 
certainty  with  which  it  may  be  driven,  the  positiveness  of  its 
interlock,  its  watertightness  without  puddling  and  the  ability 
to  draw  and  to  use  it  repeatedly.  When  more  than  one 
cofferdam  is  to  be  constructed,  these  considerations  make  it 
more  economical  than  wood  and  each  case  of  re-use  materially 
reduces  the  proportionate  cost  to  be  charged  against  any 


60 


STEEL  SHEET  PILING 


particular  installation.  In  multiple  cofferdams  this  economy 
has  amounted  to  50%  or  more  of  the  entire  cost,  and  even  in 
the  case  of  single  cofferdams  of  great  depth,  the  use  of  steel 
sheet  piling  may  be  economical.  Its  use  also  reduces  mater¬ 
ially  the  amount  of  bracing  required  in  cofferdam  construc¬ 
tion.  This  elimination  of  timber  makes  possible  the  reduction 
of  the  size  of  the  cofferdam,  or  if  the  cofferdam  is  of  the  same 
outside  dimensions,  it  secures  the  maximum  possible  working 
space. 

2.  Sewers  and  Trenches.  Multiple  installations  are  the 
rule  in  sewer  and  trench  work  where  also  the  driving  con¬ 
ditions  are  easy  and  the  soil  loose  and  where  by  drawing  and 
re-driving  ahead,  the  piling  work  may  go  forward  continuously, 
the  several  sections  being  separated  by  cross  bulkheads  if 
water  conditions  or  convenience  so  demand.  United  States 
Steel  Sheet  Piling  has  been  used  in  such  cases  as  high  as  fifty 
times  and  the  cost  of  construction  has  not  been  more  than 
40%  of  the  cost  with  wood,  not  counting  the  value  of  the 
piling  at  the  end  of  the  job. 

3.  Locks  and  Navigation  Dams.  In  the  extension  of  river 
and  harbor  improvements,  steel  sheet  piling  is  used  for  both 
temporary  and  permanent  constructions.  It  may  be  em¬ 
ployed,  like  wooden  sheeting,  in  the  construction  of  cofferdams 
within  which  lock  walls,  navigation  passes,  etc.,  may  be  built. 
The  length  of  these  walls  and  the  magnitude  of  the  operations 
usually  permit  large  economy  in  construction  by  its  use. 
After  it  has  been  used  in  the  construction  of  the  cofferdams,  it 
may  also  be  employed  for  permanent  cut-off  walls  to  prevent 
infiltration  of  the  water  below  the  foundation. 

4.  Dams.  If  properly  driven  to  a  firm  bearing,  123^" 
United  States  Steel  Sheet  Piling  will  withstand  unsupported  an 
8-foot  head  of  water,  while  the  standard  fabricated  sections  will 
sustain  such  unsupported  heads  up  to  11  feet.  Such  sections 
are  entirely  suitable  for  dams  for  small  water  power  plants  to 
be  constructed  effectively  and  economically  by  the  use  of 


61 


CARNEGIE  STEEL  COMPANY 


steel  sheet  piling  alone  without  concrete  reinforcement  or 
other  support  save  ordinary  timber  wales  and  bracing  to 
maintain  alignment. 

In  arid  regions  the  streams  run  dry  or  shallow  in  the  dry 
season  while  under  the  surface  of  the  bed  there  is  flowing  a 
considerable  volume  of  underflow  water,  which  may  be  much 
greater  at  all  times  than  the  visible  surface  water  in  the  stream 
bed.  Moreover,  this  underflow  sometimes  spreads  over  a 
considerable  area  of  the  stream  valley  beyond  the  confines  of 
the  normal  banks  of  the  surface  flow,  especially  if  the  sub¬ 
surface  strata  consists  of  more  or  less  porous  material.  Steel 
sheet  piling  forms  a  most  excellent  medium  for  the  cutting 
off  of  this  underflow  and  of  bringing  the  water  to  the  surface 
and  holding  it  in  a  secure  reservoir  formed  by  the  projection 
of  the  piling  above  the  normal  surface  line.  In  such  construc¬ 
tions  nothing  more  need  be  provided  on  the  down  stream  side 
of  the  dam  in  addition  to  the  piling  than  a  timber  apron  to 
prevent  underscouring.  The  whole  structure  can  be  built  at 
a  minimum  expense. 

Diaphragm  dams  consist  essentially  of  a  thin  watertight 
diaphragm  in  an  earthen  embankment.  Such  a  diaphragm  is 
necessary  in  every  earth  dam  to  prevent  burrowing  animals 
or  crawfish  from  making  tunnels  and  also  to  insure  that 
trickling  streams  of  water  do  not  develop  into  permanent 
channels.  The  economical  construction  of  dams  of  this  char¬ 
acter  has  been  made  possible  by  the  use  of  steel  sheet  piling, 
whose  positive  interlocks  enable  the  sub-surface  diaphragms 
to  be  made  with  a  certainty  not  possible  with  wooden  sheet 
piling  and  with  an  economy  not  possible  with  concrete  by 
reason  of  the  elimination  of  the  excavation  necessary  in  the 
case  of  the  ordinary  puddle  core,  concrete  core  or  masonry 
core  wall.  A  diaphragm  made  of  imperishable  material  like 
steel  sheet  piling  fulfills  all  the  requirements  of  the  ordinary 
core  wall  with  the  additional  advantage  of  accommodating 
itself  by  its  flexibility  to  slight  irregularities  of  settlement  in 
the- dam. 


62 


STEEL  SHEET  PILING 


5.  Curtain  Walls.  As  applied  to  power  dams  or  navi¬ 
gation  passes,  the  curtain  wall  differs  from  the  core  wall  or 
diaphragm  in  that  the  latter  is  looked  upon  as  a  necessary 
part  of  the  structure  and  arranged  for  in  the  plans  of  the 
engineer,  while  the  curtain  wall,  though  its  effect  is  the  same 
as  that  of  the  core  wall,  is  an  after  consideration  made  neces¬ 
sary  by  contingencies  that  arise  during  or  after  construction. 
Steel  she6t  piling  may  be  used  as  a  curtain  wall  along  the 
upstream  face  of  dams  and  along  the  river  side  of  the  wing 
walls  of  new  dams  to  effectively  prevent  the  underscouring 
action  of  the  water,  making  the  foundations  of  such  structures 
practically  perfect.  It  may  be  used  similarly  in  preventing 
the  destruction  of  old  dams  which  have  been  undermined  by 
the  scouring  action  of  the  water  below  the  original  foundation 
lines.  It  may  also  be  used  in  the  reinforcement  of  levees 
liable  to  destruction  by  high  waters. 

6.  Retaining]Walls.  In  the  construction  of  permanent 
retaining  walls  in  building  work  in  large  cities,  the  use  of  steel 
sheet  piling  has  been  found  very  economical  in  many  instances, 
as  it  results  in  entirely  satisfactory  construction  of  founda¬ 
tions  and  basements  of  buildings,  whereas  otherwise  the  work 
would  have  to  be  done  at  a  much  higher  expense  by  the 
pneumatic  caisson  system.  Driven  before  excavation  in 
soils  containing  quicksand  or  water  bearing  strata,  its  use 
prevents  the  undermining  of  adjacent  building  foundations  by 
movement  of  the  strata.  It  also  prevents  in  many  cases  the 
delay,  expense  and  danger  of  underpinning  adjacent  buildings. 

7.  Circular  Constructions.  While  circular  constructions  of 
large  diameter  may  be  driven  with  the  fabricated  sections,  the 
driving  of  such  sections  in  small  circles  can  only  be  done  by 
bending  the  pieces.  12"  40  pound  United  States  Steel  Sheet 
Piling,  however,  may  be  driven  as  it  comes  from  the  rolls  in 
a  circle  of  about  108"  in  diameter  measured  on  the  center 
line;  123^"  38  pound  and  9"  16  pound  may  also  be  driven  in 
circles  of  96"  and  54"  respectively.  Circles  of  these  diameters 


63 


CARNEGIE  STEEL  COMPANY 


require  28,  23  or  19  pieces.  For  diameters  less  than  these,  the 
piling  should  be  ordered  bent  to  the  required  radius. 

This  characteristic  makes  this  form  of  piling  readily 
adaptable  to  the  building  of  pump  wells,  foundation  pits, 
building  caissons,  etc.  To  drive  such  installations,  a  circular 
waling  piece  or  template  should  first  be  set  so  as  to  secure  the 
exact  dimensions  and  proper  spacing,  after  which  the  driving 
proceeds  with  absolute  certainty.  If  the  circle  is  of  small 
diameter,  the  waling  piece  or  template  may  be  omitted  and 
the  piling  assembled  complete  before  driving  so  as  to  insure 
perfect  closure. 

8.  Sea  Walls  and  Loading  Slips.  In  the  case  of  the  dia¬ 
phragm  dam,  the  steel  sheet  piling  is  usually  driven  entirely 
below  the  surface.  It  may,  however,  be  driven  as  a  core  in 
an  embankment  to  prevent  the  inflow  of  sea  water  and  its 
projecting  tops  may  be  capped  with  concrete  to  act  at  the 
same  time  as  a  permanent  sea  wall.  A  classic  example  of  its 
use  in  this  way  was  in  the  construction  in  1909  of  the  Fort 
St.  Philip  sea  wall  on  the  left  bank  of  the  Mississippi  River 
below  New  Orleans,  where  1,508  tons  were  used  in  a  wall 
4,500  feet  long.  It  has  also  been  used  as  a  permanent  lining 
for  docks  and  loading  slips. 

9.  Mine  Shafts.  An  important  use  of  steel  sheet  piling  is 
in  the  lining  of  mine  shafts,  especially  where  sunk  to  rock 
through  quicksand.  The  difficulties  of  such  constructions  are 
well  known  and  cases  occur  where  the  use  of  wooden  sheeting 
is  out  of  the  question.  In  such  cases  shafts  have  been  sunk 
by  the  use  of  steel  and,  with  reasonable  care  in  driving,  such 
a  use  results  in  economical  construction.  Either  type  of 
piling  may  be  used  for  rectangular  shafts,  but  the  flexibility 
of  the  section  recommends  United  States  Steel  Sheet  Piling 
for  use  in  circular  shafts. 

10.  Foundations  for  Cylinder  Piers.  In  countries  devoid  of 
building  stones  suitable  for  piers  and  abutments,  these  struc¬ 
tures  have  been  built  by  the  use  of  steel  cylinders  sunk  to  the 


64 


STEEL  SHEET  PILING 


necessary  depth  or  founded  on  concrete  piers.  These  steel 
cylinders  may  be  replaced  and  a  considerable  economy 
effected  by  the  founding  of  such  piers  on  concrete  placed  within 
a  sheet  piling  shell  from  which  the  mud  has  been  removed  by 
a  dredge  or  bucket.  These  sheet  piling  piers  may  extend  to 
the  bridge  seat  or  may  simply  be  used  as  a  foundation  for  the 
steel  plate  cylinders. 


11.  Building  Caissons.  In  building  work  piling  may  be 
driven  around  the  outline  of  the  column  piers  without  any 
bracing  or  forms  and  may  be  filled  with  concrete  and  redrawn 
or  else  left  in  place,  with  the  added  feature  in  the  latter  case 
that  the  retention  of  the  piling  in  the  permanent  structure, 
protected  as  it  is  by  the  cement,  adds  materially  to  its  strength. 


12.  Bearing  Piles.  Where  bearing  piles  in  very  long  lengths 
are  needed,  four  corner  sections  of  United  States  Steel  Sheet 
Piling  may  be  driven  to  rock  interlocked  into  position,  the 
enclosed  area  excavated  by  some  sluicing  method  and  then 
filled  with  concrete  up  to  the  surface.  Where 
the  depths  are  very  great,  the  piling  may  be 
spliced  by  angles,  as  shown  in  Fig.  49,  and 
driven  as  is  customary  in  splice  length  driving, 
care  being  taken  at  all  times  to  maintain  the 
interlock  entire. 

13.  Composite  Steel  and  Concrete  Sheet  Piles. 

Recently,  sections  of  steel  sheet  piling  have  been 
split,  punched  and  embedded  in  the  edges  of  re¬ 
inforced  concrete  sheet  piles  to  form  dock  walls, 
retaining  walls  and  other  structures  in  which 
heretofore  wood  sheeting  or  plain  or  rein¬ 
forced  concrete  sheet  piles  have  been  employed. 
The  split  piling  sections,  as  shown  in  Fig.  50, 
[I  form  guides  for  each  successive  composite 

j|  pile,  provide  a  joint  which  will  not  permit  the 

passage  of  water  or  semi-fluid  material  and 
insure  a  much  more  positive  interlock  than 

Fig.  49  ^ 

Bearing  Pile  is  possible  with  the  use  of  concrete  alone,  while 


C)  5 


CARNEGIE  STEEL  COMPANY 


the  embedding  of  the  piling  in  the  concrete  prevents  corrosion 
with  the  lapse  of  time.  In  this  way  are  combined  the  merits 
of  both  classes  of  material. 


a.  size  of  sheet  Piles.  The  size  of  the  sheet  pile  will  depend 
upon  conditions  attending  each  installation  and  is  a  matter 
which  must  in  all  cases  be  left  to  the  judgment  of  the  designing 
engineer.  The  thickness  of*  the  pile  is  determined  by  the 
amount  of  the  load  which  it  has  to  sustain  and  the  character 
of  the  loading  conditions,  whether  the  pile  acts  as  a  cantilever 
beam  fixed  in  the  ground,  or  as  a  simple  beam  supported  a 
short  distance  below  the  ground  line  by  the  material  pene¬ 
trated  and  supported  at  the  top  end  by  the  head  blocks,  tie 
rods,  etc.  The  magnitude  of  the  loading  will  depend  upon 
the  nature  of  the  filling  behind  the  sheet  piling  and  can  be 
figured  approximately  from  the  weight  of  the  material  sub¬ 
merged  and  unsubmerged  and  its  slope  of  repose.  It  is  cus¬ 
tomary  to  assume  a  net  weight  of  65  pounds  per  cubic  foot 
for  the  submerged  filling  material,  and  110  pounds  per  cubic 
foot  for  the  filling  above  the  water  line,  the  slope  of  repose  in 
the  first  case  being  1  on  3,  and  in  the  latter  case  from  1  on  1% 
to  1  on  2.  This  load  of  course  is  to  be  increased  by  the  sur¬ 
charge  of  dry  material  equivalent  to  the  live  load  on  the  dock, 
wharf  or  retaining  wall.  After  the  thickness  of  the  pile  is 


6G 


STEEL  SHEET  PILING 


fixed  by  these  considerations,  the  face  width  is  made  a  matter 
of  convenience  for  casting,  handling  and  driving. 

B.  Split  Piling  Sections.  The  split  sections  of  steel  sheet  piling 
used  in  the  interlocking  arrangements  depend  upon  the  weight 
and  length  of  the  complete  units.  Any  section  may  be  em¬ 
ployed,  but  123/2"  38  pound  and  9"  16  pound  United  States 
Steel  Sheet  Piling  sections  are  preferable  on  account  of  the 
longitudinal  strength  of  their  interlocks.  The  9"  section 
would  be  suitable  for  sheet  piles  with  a  cross  section  not  over 
18"  square  and  in  lengths  up  to  30  to  35  feet,  while  the  123^" 
section  may  be  used  for  thick  and  long  sheeting.  The  split 
sections  may  be  united  through  the  body  of  the  unit  by  means 
of  short  tie  rods  spaced  about  two  feet  apart  vertically,  and  are 
punched  for  the  reception  of  these  tie  rods  and  in  addition  for 
the  passage  of  the  hoops  or  stirrups  used  in  connection  with 
the  reinforcement  of  the  pile.  Several  types  of  joints  are 
shown  on  the  drawing,  and  the  object  of  the  open  spaces  pro¬ 
vided  is  to  permit  the  pouring  in  of  cement  grout  when  the 
piling  is  driven  in  water  so  as  thoroughly  to  encase  and  protect 
the  steel  work. 

C.  Casting.  The  reinforced  concrete  sheet  piles  may  be 
molded  or  cast  in  a  vertical  or  horizontal  position  in  the 
usual  manner  by  the  use  of  steel  or  wooden  forms.  If  steel 
forms  are  used,  they  should  be  lubricated  with  heavy  grease 
so  that  the  concrete  will  not  stick  to  them,  and  the  removal 
of  wooden  forms  may  be  facilitated  by  coating  them  with 
whitewash  before  pouring.  The  reinforcing  rods  and  wires 
may  be  supported  on  wooden  or  mortar  spacers  during  the 
process  of  casting.  The  piles  should  be  poured  complete  at 
one  time;  if  it  is  necessary  to  stop  work  before  a  pile  is  finished, 
the  surface  should  be  left  rough  and  should  be  well  wetted 
before  any  additional  concrete  is  poured  in.  During  pouring 
th&  surface  should  be  well  leveled  and  raked  off  and  tamped 
at  intervals  so  as  to  work  any  excess  of  cement  to  the  outside 
of  the  forms. 


67 


CARNEQ  l  E  STEEL  COMPANY 


D.  Driving.  The  piles  after  casting  should  be  allowed  to 
cure  for  not  less  than  thirty  days  and  may  be  driven  in  the 
same  manner  as  ordinary  wooden  piling  except  that  a  cushion 
of  some  sort  is  needed  on  top  of  the  pile,  this  cushion  consisting 
usually  of  thin  hardwood  blocks  nailed  together,  ropes  or 
other  suitable  fibrous  materials,  or  some  type  of  compressed 
air  cushion  such  as  has  been  employed  in  driving  round  bearing 
piles.  The  hammer  should  be  very  much  heavier  than  would 
be  employed  for  wooden  piling  of  corresponding  length  on 
account  of  the  cross  sectional  area  of  the  units  and  the  inertia 
due  to  their  weights.  Piles  may  be  beveled  at  the  foot,  if 
desired,  so  that  the  sections  will  drive  into  close  contact  with 
each  other,  although  the  steel  sheet  piling  joint  will  serve  to 
retain  the  pile  in  contact  with  its  neighbor  and  at  the  same 
time  insure  watertightness.  In  all  classes  of  soil,  except  soft 
clays  or  silt,  it  will  be  found  advisable,  and  in  most  cases 
necessary,  to  use  a  powerful  water  jet,  the  size  and  capacity 
of  the  jet  depending  upon  the  size  of  the  units  to  be  driven. 

E.  Anchorage.  In  a  dock,  wharf  or  retaining  wall  of  great 
height,  it  may  be  desirable  to  anchor  the  tops  of  the  units 
back  to  deadmen  or  other  structures  to  increase  the  resistance 
of  the  sheet  piling  units  considered  as  beams.  Tie  rods,  if 
these  are  used,  may  extend  to  the  outside  face  of  the  units 
through  notches  provided  at  the  interlocking  joints,  the  steel 
sheet  piling  interlock  being  cut  short  to  allow  this.  They 
should  have  a  bearing  upon  a  continuous  stringer  or  upon 
bearing  plates  sufficiently  large  to  insure  that  the  compressive 
stresses  in  the  concrete  under  the  bearing  will  not  be  excessive 
for  the  value  of  the  tie  rods  in  tension.  It  is  obvious  that 
reinforced  concrete  ties  may  be  used  in  place  of  the  steel  tie 
rods,  and  that  some  form  of  concrete  or  masonry  anchorage, 
either  continuous  or  discontinuous,  may  be  used  in  place  of 
the  wooden  deadmen. 

f.  uses.  These  composite  steel  and  concrete  sheet  piles 
may  be  used  in  any  situation  where  a  heavy  sheeting  is 
necessary,  such  as  in  circular  wells  or  pits,  retaining  walls, 


68 


STEEL  SHEET  PILING 


69 


CARNEGIE  STEEL  COMPANY 


docks,  wharves,  core  walls  for  dams,  etc.,  etc.,  Fig.  51.  The 
use  of  reinforced  concrete  in  these  situations  is  rather  new, 
but  the  United  States  Government  has  installed,  in  connection 
with  the  improvements  at  the  Norfolk  Navy  Yard,  reinforced 
concrete  piles  provided  with  tongues  and  grooves  but  without 
any  positive  interlock,  having  a  cross  section  18"  on  the  face 
by  24"  thick  and  55  feet  long.  The  Raymond  Concrete 
Pile  Company  have  also  constructed  a  number  of  piers  and 
bulkhead  walls  with  concrete  piles  having  plain  rectangular 
cross  section  about  18"  on  the  face  by  12"  thick,  and  in 
lengths  of  from  24  to  30  feet.  The  advantage  of  a  positive 
interlock,  which  is  not  liable  to  damage  in  handling,  is  obvious 
in  this  connection.  The  use  of  reinforced  concrete  in  certain 
types  of  retaining  walls  has  been  covered  by  letters  patent; 
designers  should,  therefore,  exercise  caution  in  working  out 
specific  structures. 

DURABILITY  OF  STEEL  PILING :  An  important  factor  in 
the  use  of  steel  sheet  piling  in  permanent  installations  is  its 
durability  or  its  resistance  to  corrosion,  a  subject  on  which 
there  is  today  much  discussion  but  very  little  data.  The 
resistance  of  the  steel  to  corrosion  depends  somewhat  on  the 
amount  of  free  acids  in  the  material  through  which  it  is 
driven,  the  degree  of  its  submergence  in  water,  the  amount  of 
exposure,  the  action  of  light,  etc.,  etc. 

In  the  core  wall  of  a  dam,  steel  is  practically  sealed  from 
contact  with  the  atmosphere  and,  therefore,  the  supply  of 
oxygen,  without  which  corrosion  cannot  be  maintained,  is 
limited;  it  is  excluded  from  light  which  aids  the  corrosion  of 
the  naked  steel  or  affects  chemically  any  paint  coating  which 
may  be  applied  to  its  surface;  such  water  as  comes  in  contact 
with  the  piling  is  pure  or  nearly  so  by  reason  of  the  filtering 
action  of  the  material  through  which  the  piling  is  driven,  and 
in  consequence  a  very  long  life  can  safely  be  predicated  for 
the  steel  itself,  painted  or  not. 

The  effect  of  pure  or  nearly  pure  water  on  steel  or  wrought 
iron  is  extremely  small.  Wrought  iron  bars  placed  in  the  sub- 


70 


STEEL  SHEET  PILING 


structure  of  the  Chicago  &  Northwestern  Railway  bridge  at 
Clinton,  Iowa,  and  taken  out  in  1910,  showed  practically  no 
corrosion  though  exposed  to  the  sand  and  water  of  the  Missis¬ 
sippi  River  for  47  years,  even  the  original  red  lead  paint 
showing  thereon.  Experiments  conducted  by  the  English 
Admiralty,  Board  of  Trade  and  Lloyds  show  that  on  steel 
unprotected  and  exposed  to  the  action  of  both  weather  and 
sea  water,  corrosion  advanced  at  the  rate  of  1"  in  82  years; 
when  always  immersed  in  sea  water,  1"  in  130  years;  and 
when  always  immersed  in  fresh  water,  600  years. 

The  experiments  of  Mr.  Robert  Mallett  show  that  wrought 
iron  immersed  in  sea  water  will  be  rusted  about  .60"  deep  in 
100  years.  Observations  made  at  the  various  United  States 
Government  navy  yards  are  to  the  effect  that  unpainted  iron 
and  steel  plates  exposed  to  sea  water  will  corrode  .30"  to  .50" 
of  metal  in  100  years;  in  ordinary  fresh  water  .02"  to  .03"; 
and  in  the  atmosphere  .25"  to  .30".  Observations  made  at 
the  steel  lined  timber  crib  of  the  Chicago  Water  Works  Intake 
indicate  a  corrosion  in  pits  of  about  X/Y  in  eleven  years,  due 
largely  to  wave  and  ice  action  rather  than  to  the  effect  of  the 
water,  which  is  relatively  pure;  the  YY  plates  of  which  the 
lining  is  made  are  exposed  above  the  water  line  to  the  light 
and  the  weather,  but  the  intake  as  a  whole  is  giving  good 
service  and  shows  little  corrosion  below  the  .water  line. 

On  the  basis  of  these  data  and  in  the  light  of  the  best 
accessible  information  on  the  rate  of  corrosion,  it  is  probable 
that  a  life  of  100  years  may  be  predicated  for  steel  sheet 
piling  of  YY  thickness  entirely  submerged  in  fresh  water,  50 
years  for  the  same  piling  entirely  submerged  in  sea  water,  and 
40  years  when  exposed  unprotected  to  wind  and  weather, 
with  the  probabilities  that  its  life  will  be  longer  rather  than 
shorter. 

To  further  insure  piling  against  corrosion,  it  may  be  pro¬ 
tected  by  the  use  of  protective  coatings,  the  best  of  which 
would  be  zinc  applied  by  galvanizing.  It  would  be  entirely 
practicable  also  to  paint  it  with  two  or  more  good  coats  of 


71 


CARNEGIE  STEEL  COMPANY 


paint,  let  it  dry  thoroughly  and  then  drive  it  in  fairly  loose 
soil  without  serious  danger  of  the  abrasion  of  the  coating.  In 
sharp  sand  or  under  difficult  conditions  of  driving,  the  chances 
are  that  the  coating  would  be  rather  much  abraded  and 
in  such  instances  a  practical  way  to  get  the  piling  down  with¬ 
out  injury  to  the  paint  coat  would  be  by  jetting,  which  has 
already  been  done  in  an  experimental  way.  Even  when 
driven  in  hard  ground,  the  chances  are  that  enough  of  the 
paint  would  adhere  above  the  zone  of  probable  corrosion  (that 
is,  above  the  ground  water  line),  to  insure  the  practical 
integrity  of  the  paint  coating  and  therewith  its  long  life  and 
endurance. 

The  ordinary  sulphuric  acid  and  accelerated  tests  for  the 
corrosion  of  steel  are  tests  of  the  solubility  of  the  material  in 
acid  rather  than  indicative  of  the  rate  of  natural  corrosion. 
These  tests,  however,  indicate  that  in  soils  or  water  containing 
acids  a  very  simple  means  to  insure  endurance  of  the  steel 
will  be  to  alloy  it  with  a  small  percentage  of  copper,  which 
can  be  done  at  a  slightly  increased  cost.  The  results  of 
experiments  in  this  direction  have  been  corroborated  by  the 
long  life  of  certain  iron  structures,  such  as  the  Newburyport, 
Mass.,  bridge,  the  iron  of  which  analyses  show  to  have  con¬ 
tained  traces  of  copper  in  sufficient  quantity  to  make  it 
practically  untouched  by  the  tooth  of  time. 

ADVANTAGES  OF  STEEL  SHEETING  AS  COMPARED  WITH 
WOODEN  SHEETING:  The  advantages  of  wooden  sheeting 
are  its  simplicity,  convenience  and  the  possibility  of  doing  the 
necessary  cutting  and  fitting  with  the  simplest  tools  by 
unskilled  workmen.  Its  disadvantages  are  many;  its  length 
is  limited,  it  can  be  interlocked  only  in  short  lengths,  it  has  to 
be  crowded  together  under  driving  by  beveling  the  edges, 
which  does  not  always  produce  watertight  joints,  and  a  single 
line  is  only  practical  and  watertight  provided  the  line  itself 
is  made  thick  and  heavy;  after  it  is  first  installed,  it  is  practic¬ 
ally  worthless. 

There  is  no  limit  to  the  length  of  steel  sheet  piling  and  it 


72 


STEEL  SHEET  PILING 


,  can  be  furnished  by  the  mills  in  single  lengths  up  to  60  feet 
and  can  be  readily  extended  to  greater  depths  by  splicing. 
It  is  cut  to  required  length  at  the  mills  without  waste.  It 
drives  and  pulls  easier  than  wooden  sheeting  of  corresponding 
strength.  It  interlocks  throughout  its  entire  length  regard¬ 
less  of  depth.  It  is  flexible,  and  slight  irregularities  in  line 
due  to  earth  or  water  pressure  tend  to  close  the  sections  more 
tightly  together  and  to  make  it  more  watertight.  It  is  always 
stronger  and  tighter  than  wooden  sheeting  of  corresponding 
cost,  and  in  multiple  piers  and  extended  trench  work  its 
availability  for  re-use  makes  it  cheaper  than  wood.  It  can 
be  driven  ahead  of  the  excavation  and  trench  work  operations 
can  be  made  continuous.  Its  use  in  cofferdams  reduces  the 
amount  of  bracing  required  and  thus  effects  a  saving  in  the 
cost  thereof.  Each  successive  construction  in  which  it  is  used 
increases  the  economy  of  its  use.  It  is  a  modern  tool  of  con¬ 
struction  and  can  be  carried  from  one  job  to  the  other  until 
it  is  so  battered  and  distorted  as  to  be  no  longer  suitable  for 
use  as  sheeting.  After  its  service  is  over,  it  still  has  a  high 
scrap  value.  In  estimating  its  first  cost  and  the  subsequent 
cost  of  handling,  driving  and  pulling,  these  and  other  advan¬ 
tages  must  be  taken  into  consideration. 

LATERAL  EARTH  PRESSURES :  Retaining  walls  backed 
with  earthy  material  are  liable  to  lateral  pressures  which  tend 
to  overthrow  them  as  well  as  to  cause  them  to  slide.  The 
heavier  the  material  and  the  less  its  angle  of  repose,  the  greater 
is  the  pressure.  Let  w  be  the  weight  of  the  earth  per  cubic 
unit,  <t>  its  angle  of  repose,  h  the  height  of  the  wall  and  P  the 
total  pressure. 

Fig.  52  shows  a  wall  of  piling  retaining  a 
level  bank  of  earth,  and  the  resultant  horizon¬ 
tal  pressure  of  the  earth  against  the  piling  is 
V=y2  wh2  tan2  (45° — ) /2  <£) 
which  is  applied  at  a  distance  Vs  h  above  its 
foot. 


Fig.  52 


73 


CARNEGIE  STEEL  COMPANY 


Fig.  53  shows  a  piling  wall  which  retains  an 
inclined  bank,  whose  slope  makes  with  the 
horizontal  an  angle  8  less  than  <£.  For  this  case 
the  formula  usually  given  is 

p _ _ Yz  wh2  cos2  </>_ _ 

(1-fV  sin  sin  (<f> — 8)  /cos  8) 2 

and  its  point  of  application  is  also  at  Vs  h  above  the  foot. 
When  8  is  equal  to  <£  this  reduces  to  P=H  wh2  cos2  </>. 

In  these  formulas  the  pressure  is  horizontal  and  hence 
normal  to  the  piling.  In  the  construction  of  retaining  walls, 
the  piling  may  act  as  a  cantilever,  or  if  the  height  of  the  wall 
is  great,  it  may  be  anchored  back  to  deadmen  so  as  to  bring 
it  into  the  condition  of  a  beam  supported  at  both  ends.  At 
any  event  the  penetration  of  the  piling  into  firm  material 
must  be  such  as  to  prevent  the  slipping  of  the  piling  at  its 
toe,  which  may  be  figured  on  the  basis  of  its  embedded  area 
multiplied  by  the  safe  bearing  value  of  the  soil  it  penetrates. 

Fig.  54  shows  a  piling  wall  retaining  earth 
pressure  and  loaded  with  a  surcharge  of 
track  or  other  weights.  In  this  case  the 
effect  of  the  load  is  to  increase  the  lateral 
pressure.  The  total  horizontal  pressure 
against  the  piling  is 

P=(Y  wh2-|-vh)  tan2  (45° — VtfY) 

in  which  the  symbols  are  the  same  as  before  with  the  addition 
of  v,  the  weight  of  the  load  per  square  unit  of  surface.  When 
v  is  as  great  as  Y  wh,  the  effect  of  the  load  is  to  double  the 
pressure  due  to  the  earth  alone.  The  point  of  application  of 
P  above  the  base  is  at  a  distance  Ys  h  (wh+3  v)/(wh  +  2v). 
This  is  greater  than  Vs  h,  but  the  most  excessive  load  cannot 
raise  it  as  high  as  Yi  h. 

The  values  of  the  trigonometric  functions  referred  to  in 
the  above  formulas  are  shown  in  Table  XI  which  follows: 


Fig.  54 


Fig.  53 


74 


STEEL  SHEET  PILING 


TABLE  XI.  EARTH  PRESSURES. 

TRIGONOMETRIC  FUNCTIONS  FOR  VARIOUS  ANGLES  OF  REPOSE 


Slope 

Angle  c f> 

Tan(45°-H<£) 

Tan s  (45°- 

1  on  5 

11° 

19' 

0.8200 

0.6723 

1  on  4 

14 

02 

0.7808 

0.6097 

1  on  3 

18 

26 

0.7208 

0.5195 

1  on  2 

26 

34 

0.6181 

0.3819 

1  on  i  y2 

33 

41 

0.5352 

0.2864 

1  on  1% 

36 

53 

0.5000 

0.2500 

1  on  1 

45 

00 

0.4142 

0.1716 

\y2  on  1 

56 

19 

0.3028 

0.0917 

2  on  1 

63 

26 

0.2361 

0.0557 

3  on  1 

71 

34 

0.1623 

0.0263 

4  on  1 

75 

58 

0.1231 

0.0152 

5  on  1 

78 

41 

0.0990 

0.0098 

The  pressures  for  different  depths  of  wall  are  given  in 
Table  XII  for  weights  of  90,  100  and  110  pounds  per  cubic 
foot  of  materials  to  depths  up  to  and  including  20  feet.  The 
weights  and  angles  of  repose  for  various  kinds  of  dry  and  loose 
material  are  given  in  Table  XIII,  and  the  weights  and  angles 
of  repose  for  various  kinds  of  material  excavated  by  either 
wet  or  dry  processes  and  deposited  under  water  are  given  in 
Table  XIV. 

TABLE  XII.  EARTH  PRESSURES  IN  POUNDS. 

For  Various  Weights  of  Soils  and  Angles  of  Repose. 


Pressure=Ljwh2  tans  (45° — >£</>). 


Depth, 

Feet 

w=90 

w=100 

w= 

=110 

,  1 
</>=26°34' 

<£-33°41' 

<£- 36°53' 

<^26°34' 

<£=33°41' 

<£- 36°53' 

<£- 36°53'  0-45° 

1 

20 

10 

10 

20 

10 

10 

10 

10 

2 

70 

50 

50 

80 

60 

50 

60 

40 

3 

150 

120 

100 

170 

130 

110 

120 

80 

4 

280 

210 

180 

310 

230 

200 

220 

150 

5 

430 

320 

280 

480 

360 

310 

340 

240 

6 

620 

460 

400 

690 

520 

450 

490 

340 

7 

840 

630 

550 

940 

700 

610 

670 

460 

8 

1100 

830 

720 

1220 

920 

800 

880 

600 

9 

1390 

1040 

910 

1550 

1160 

1010 

1110 

760 

10 

1720 

1290 

1120 

1910 

1430 

1250 

1370 

940 

11 

2080 

1560 

1360 

2310 

1730 

1510 

1660 

1140 

12 

2470 

1860 

1620 

2450 

2060 

1800 

1980 

1360 

13 

2900 

2180 

1900 

3230 

2420 

2110 

2320 

1600 

14 

3370 

2530 

2200 

3740 

2810 

2450 

2690 

1850 

15 

3870 

2900 

2530 

4300 

3220 

2810 

3090 

2120 

16 

4400 

3300 

2880 

4890 

3670 

3200 

3520 

2420 

17 

4970 

3730 

3250 

5520 

4140 

3610 

3970 

2730 

18 

5570 

4180 

3640 

6190 

4640 

4050 

4450 

3060 

19 

6200 

4650 

4060 

6890 

5170 

4510 

4960 

3410 

20 

6870 

5160 

4500 

7640 

5730 

5000 

5500 

3780 

75 


CARNEGIE  STEEL  COMPANY 


TABLE  XIII.  WEIGHTS  AND  ANGLES  OF  REPOSE 

for  Various  Kinds  of  Loose  and  Dry  Materials 


Kind  of  Material 

Size 

Weight 

per 

Cu.  Ft., 
Pounds 

Slope  of 
Repose 

Angle  of 
Repose 

Ashes,  dry . 

40 

1  on  1 

45° 

Cinders,  bituminous,  dry. . . 

45 

1  on  1 

45° 

Clay,  in  lumps,  dry .  .  .  T .  .  . 

63 

1  on  1% 

36°  53' 
18°  26' 

Clay,  damp,  plastic . 

110 

1  on  3 

Clay  and  gravel,  dry . 

100 

1  on  iy 

36°  53' 

Clay,  gravel  and  sand,  dry. . 

100 

1  on  iy 

36°  53' 

Earth,  perfectly  dry,  loose.. 

76 

1  on  iy 

1  on  iy 

36°  53' 

Earth,  perfectly  dry,  packed 

95 

36°  53' 

Earth,  slightly  moist,  loose. . 

78 

1  on  iy 

1  on  1 

36°  53' 

Earth,  more  moist,  packed. 

96 

45° 

Earth,  soft  flowing  mud. . . . 

108 

1  on  3 

18°  26' 

Earth,  soft  mud,  packed.  .  . 

115 

1  on  3 

18°  26' 

Gravel,  dry . 

1"  and  under 

104 

1  on  iy 

36°  53' 

Gravel,  dry . 

2y"  and  under 

96 

1  on  i  y 

36°  53' 

Limestone  fragments,  dry.  . 

1"  and  under 

85 

1  on  1 

45° 

Limestone  fragments,  dry .  . 

2  3^"  and  under 

80 

1  on  1 

45° 

Sand,  clean  and  dry . 

90 

lonlH 

1  on  13^ 

1  on  1^ 

1  only 

1  on  1 

33°  41' 

Sand,  river,  dry . 

106 

33°  41' 

Sand,  slag  No.  1,  dry . 

55 

33°  41' 

Sand,  slag  No.  2,  dry . 

49 

33°  41' 

Sandstone  fragments . 

90 

45° 

Shale  fragments . 

105 

1  on  iy 

1  on  iy 

36°  53' 

Slag,  bank . 

3^"  to  1" 

67 

36°  53' 

Slag,  bank . 

1"  to  2  3^" 

72 

1  on  iy 

36°  53' 

Slag,  bank  screenings . 

TV'  and  under 

117 

1  on  iy 

36°  53' 

Slag,  bank  screenings . 

yn  and  under 

98 

1  on  iy 

36°  53' 

Slag,  machine . 

1"  to  2" 

96 

1  on  iy 

36°  53' 

TABLE  XIV.  WEIGHTS  AND  ANGLES  OF  REPOSE 

for  Various  Kinds  of  Excavated  Materials  Dumped  into 

Water 


(From  the  American  Civil  Engineers  Pocket  Book,  page  580.) 


Kind  of  Material 

Slope  of 
Repose 

Angle  of 
Repose 

Weight 
per  Cu.  Ft., 
Pounds 

Sand,  clean . 

1  on  2 

26°  34' 

60 

Sand  and  clay . 

1  on  3 

18°  26' 

65 

Clay . 

1  on  3  y 

1  on  2 

15°  57' 

80 

Gravel  clean . 

26°  34' 

60 

Gravel  and  clay . 

1  on  3 

18°  26' 

65 

Gravel,  sand  and  clay . 

1  on  3 

18°  26' 

65 

Soil  . 

1  on  3^ 

1  on  1 

15°  57' 

70 

Soft  rotten  rock . 

45° 

65 

Hard  rock,  riprap  . 

1  on  1 

45° 

65 

River  mud  . 

1  on  oo 

90 

76 


STEEL  SHEET  PILING 


CONCRETE:  Table  XV  gives  the  quantities  of  material 
required  for  a  cubic  yard  of  concrete  mixed  in  various  pro¬ 
portions  of  cement,  sand  and  stone  or  gravel.  Concrete  is 
best  mixed  with  a  machine  mixer,  which  will  insure  homo¬ 
geneousness  in  the  product.  If  the  mixing  is  to  be  done  by 
hand,  the  best  way  is  to  wheel  the  gravel  or  broken  stone  on 
to  a  board  or  plate  platform  about  9x12  feet  in  size,  spread 
it  out  evenly  on  about  two-thirds  of  the  surface,  then  cover 
the  gravel  with  the  sand,  also  spread  evenly  and  then  cover 
that  with  the  cement.  Next  turn  over  the  whole  with  shovels 
two  or  three  times  from  one  end  of  the  platform  towards  the 
other  until  all  the  materials  are  thoroughly  incorporated, 
after  which  the  mixture  may  be  thoroughly  wetted  with  water, 
preferably  applied  a  bucket  at  a  time,  and  then  thoroughly 
and  evenly  mixed  again.  The  best  concrete  is  mixed  with 
such  proportions  of  water  that  when  placed  in  the  forms  and 
properly  tamped,  the  water  will  stand  on  top  of  the  surface. 

TABLE  XV.  QUANTITIES  OF  MATERIALS  FOR  ONE  CUBIC 

YARD  OF  COMPACTED  CONCRETE. 

[Portland  Cement  at  3.8  cu.  ft.  and  376  pounds  per  barrel. 

BASED  ONJSand  at  90  pounds  per  cu.  ft. 

]  Stone  or  gravel  at  96  pounds  per  cu.  ft.  with  45%  voids. 

[42  cu.  ft.  of  aggregate  approximately  to  1  cu.  yd.  of  concrete 


Proportion  by  Parts 

Proportion  by  Volume 

Quantities  of  Materials 

Weight  of 
Concrete 
perCu.  Ft. 

Cement 

Sand 

Stone 

Cement 

Sand 

Stone 

Cement 

Sand 

Stone 

Barrels 

Cu.  Ft. 

Cu.  Ft. 

Barrels 

Cu.  Ft. 

Cu.  Ft. 

Pounds 

1 

2 

3 

1 

7.6 

11.4 

1.85 

14.1 

21.1 

148 

1 

2 

4 

1 

7.6 

15.2 

1.60 

12.2 

24.3 

149 

1 

2 

5 

1 

7.6 

19.0 

1.39 

10.6 

26.4 

149 

1 

2M 

4 

1 

9.5 

15.2 

1.48 

14.0 

22.5 

147 

1 

2H 

5 

1 

9.5 

19.0 

1.30 

12.4 

24.7 

147 

1 

2J^ 

6 

1 

9.5 

22.8 

1.17 

11.1 

26.7 

148 

1 

3 

4 

1 

11.4 

15.2 

1.40 

16.0 

21.3 

149 

1 

3 

5 

1 

11.4 

19.0 

1.22 

13.9 

23.2 

146 

1 

3 

6 

1 

11.4 

22.8 

1.10 

12.5 

25.1 

146 

The  strength  of  the  concrete  is  very  largely  dependent  upon 
the  thoroughness  of  the  mixing.  It  also  depends  somewhat  on 


77 


CARNEGIE  STEEL  COMPANY 


the  character  of  the  cement  and  a  great  deal  on  the  character 
of  the  aggregate.  Broken  stone  makes  a  somewhat  stronger 
concrete  than  gravel  of  the  same  proportions. 

The  compressive  strength  of  concrete  varies  with  the  rich¬ 
ness  of  the  mixture,  that  is,  the  relative  proportion  of  cement 
in  a  unit  of  volume,  and  is  greater  the  less  are  the  voids  to  be 
filled  in  the  aggregate.  According  to  the  tests  made  by  the 
Watertown  Arsenal  in  1899,  the  compressive  strength  of 
1:2:4  concrete,  one  month  old,  is  2,400  pounds,  while  the 
compressive  strength  of  1:3:6  is  2,160  pounds.  These  results 
were  averaged  from  five  brands  of  Portland  cement,  coarse, 
sharp  sand  and  broken  stone  up  to  23^"  in  size  having  49.5% 
voids,  and  specimens  were  tested  in  12"  tubes.  The  com¬ 
pressive  strength  of  a  lot  of  specimens  of  1 :3 :6  concrete  test¬ 
ed  by  the  Carnegie  Steel  Company  is  given  in  Table  XVI. 

TABLE  XVI,  COMPRESSIVE  STRENGTH  OF  CONCRETE 
Pounds  per  Square  Inch 
Summary  of  Average  Results 

PROPORTION:  1-CEMENT  3-SAND  6-AGGREGATE 


Mixture 

28  Day 
Tests 
Average 

90  Day 
Tests 
Average 

6  Mo. 
Tests 
Average 

1  Year 
Tests 
Average 

Mark 

Sand 

Aggregate 

L 

River 

No.  1  Gravel 

720 

1055 

1023 

1054 

P 

No.  1  Slag 

“  “ 

592 

840 

914 

898 

K 

“  2  “ 

“  “ 

654 

960 

1210 

927 

V 

River 

No.  1  Bank  Slag 

1033 

1377 

1478 

1722 

A 

No.  1  Slag 

“  “  “ 

863 

1100 

1222 

1131 

I 

“  2  “ 

“  “  “ 

963 

1228 

1363 

1309 

U 

River 

Machine 

670 

928 

854 

902 

E 

No.  1  Slag 

“  “ 

561 

826 

983 

1038 

J 

“  2  “ 

708 

994 

1057 

1052 

X 

River 

No.  1  Limestone 

904 

1190 

955 

1220 

C 

No.  1  Slag 

“  “ 

636 

815 

829 

973 

N 

“  2  “ 

“  “ 

869 

950 

1122 

1099 

Z 

River 

No.  2  Gravel 

1044 

1108 

938 

1019 

G 

No.  1  Slag 

“  “ 

644 

751 

913 

783 

Q 

“  2  4 

“  “ 

648 

964 

1029 

799 

W 

River 

No.  2  Bank  Slag 

1028 

1307 

1440 

1328 

B 

No.  1  Slag 

697 

1040 

981 

666 

P 

“  2  “ 

“  “  “ 

837 

1076 

1225 

1232 

Y 

River 

No.  2  Limestone 

1135 

1115 

1322 

1026 

D 

No.  1  Slag 

“  “ 

521 

869 

818 

831 

O 

“  2  “ 

959 

1074 

979 

961 

78 


STEEL  SHEET  PILING 


Specimens  were  12"  in  diameter,  16"  high,  molded  in  sheet 
steel  cylindrical  forms,  marked,  dated  and  stored  under 
cover  until  ready  for  testing,  and  sprinkled  with  water  daily 
for  the  first  27  days.  Each  figure  given  is  the  average  of  at 
least  three  tests. 

The  tensile  strength  of  concrete,  as  indicated  by  experi¬ 
ments,  varies  even  more  widely  than  the  compressive  strength, 
for  the  reason  that  tensile  tests  are  difficult  to  make.  The 
tensile  strength  is  usually  from  TV  to  Ty  of  the  compressive 
strength,  but  this  ratio  varies  widely,  as  the  character  of  the 
material  and  the  workmanship  has  probably  a  greater  influence 
upon  the  tensile  strength  than  upon  the  compressive.  The 
tensile  strength  of  well  made  concrete  is  about  from  175  to 
250  pounds  per  square  inch  for  1:2:4  concrete  and  125  to  200 
pounds  for  1:3  :6  concrete  on  a  thirty-day  basis. 

The  shearing  strength  of  concrete,  which  is  the  strength 
of  the  material  against  a  sliding  failure,  as  determined  by 
C.  M.  Spofford  on  cylinders  5"  in  diameter  was  1,480  pounds 
per  square  inch  for  1:2:4  concrete,  and  1,150  pounds  for  1:3  ;6. 
Tests  made  at  the  University  of  Illinois  on  rectangular  speci¬ 
mens  produced  the  average  results  of  1,418  and  1,250  pounds 
respectively;  age  of  specimens  not  given. 

The  strength  of  cinder  concrete  is  much  less  than  that  of 
stone  or  gravel  mixtures.  The  average  crushing  strength  of 
specimens  tested  at  the  Watertown  Arsenal  in  1898  were: 
for  1:2:3  mixtures,  one  month  old,  1,098  pounds;  1:2:4  mix¬ 
tures,  904  pounds;  1:3:6  mixtures,  529  pounds. 

The  adhesion  of  concrete  to  steel  is  the  resistance  which 
reinforcing  rods  offer  to  longitudinal  motion,  also  known  as 
the  bond  strength.  It  is  largely  frictional  resistance  and 
varies  somewhat  with  the  roughness  of  the  bars,  the  quality 
of  the  cement  and  the  method  and  depth  of  embedding. 
Plain  round  rods  embedded  in  1:2:4  concrete  2^"  from  the 
surface  showed  an  adhesive  strength  of  237  pounds  per  square 
inch;  6"  from  the  surface,  438  pounds;  the  corresponding 


79' 


CARNEGIE  STEEL  COMPANY 


figures  for  1:3:6  concrete  being  195  pounds  and  364  pounds. 

Owing  to  the  variable  and  unreliable  character  of  the 
materials  of  which  cinder  concrete  is  made,  it  cannot  be 
recommended  for  structures  in  which  strength  is  the  con¬ 
trolling  factor  in  the  design.  It  may,  however,  properly  be 
used  for  filling  vacant  spaces  and  other  parts  of  structures  in 
which  the  stresses  are  very  small. 

Permissible  working  stresses  on  stone  or  gravel  concrete 
should  not  exceed  the  following: — 

Bearing . 600  pounds  per  square  inch. 

Compression  in  extreme  fiber . 500  “ 

Shearing . * .  60  “  “  “  “ 

Tension .  50  “  “  “  “ 

Bond  or  adhesion  to  steel — Rolled  Bars.  ...  60  '  “ 

Bond  or  adhesion  to  steel — Drawn  Wire.  .  .  40  “  “  “  “ 

The  above  values  are  based  on  concrete  capable  of  develop¬ 
ing  an  average  compressive  strength  of  2,000  pounds  per 
square  inch  at  28  days.  For  cinder  concrete  capable  of 
developing  an  average  compressive  strength  of  750  pounds 
per  square  inch  at  28  days,  working  stresses  should  not  exceed 
the  following: — 

Bearing . 

Compression  in  extreme  fiber 

Shearing . 

Tension . 

Bond . 

For  axial  compression  on  concrete  in  columns  reinforced 
against  buckling,  the  same  working  stresses  may  be  used  as 
recommended  for  bearing.  If  the  reinforcement  is  so  tied 
together  that  the  concrete  may  be  considered  as  restrained, 
similar  to  concrete  enclosed  in  a  steel  tube,  the  working 
stresses  on  the  concrete  may  be  increased 

The  proportions  of  mixtures  to  be  used  in  various  classes 
of  work  are  about  as  follows: — 

Foundations  and  mass  structures . 1:3:6. 

Piers,  abutments  and  massive  reinforced  work.  .  .  1:2%:5. 

Tanks,  buildings  and  thin  wall  structures . 1:2:4. 


225  pounds  per  square  inch. 
185 
25 
25 
30 


80 


STEEL  SHEET  PILING 


TABLE  XVII.  AREAS,  WEIGHTS  AND  TENSILE 
STRENGTHS  OF  STEEL  BARS. 


Round  Bars 

Square  Bars 

Thick¬ 

ness 

or 

Diam- 

Weight 

per 

Tensile 

Strength, 

Pounds 

Weight 

per 

Foot, 

Pounds 

Tensile 

Strength, 

Pounds 

Area, 

Unit 

Unit 

Area, 

Unit 

Unit 

eter, 

Inches 

Inches  2 

Foot, 

Pounds 

Stress 

16,000 

Lbs. 

per 

Sq.  In. 

Stress 
20,000 
!  Lbs. 
per 

Sq.  In. 

Inches 

Stress 

16,000 

Lbs. 

per 

Sq.  In. 

Stress 

20,000 

Lbs. 

per 

Sq.  In. 

Vs 

0.012 

0.042 

200 

250 

0.016 

0.053 

250 

310 

T0 

0.028 

0.094 

440 

550 

0.035 

0.119 

560 

700 

X 

0.049 

0.167 

790 

980 

0.063 

0.212 

1000 

1250 

5 

10 

0.077 

0.261 

1230 

1530 

0.098 

0.333 

1560 

1950 

X 

0.110 

0.375 

1770 

2210 

0.141 

0.478 

2250 

2810 

10 

0.150 

0.511 

2400 

3010 

0.191 

0.651 

3060 

3830 

X 

0.196 

0.667 

3140 

3930 

0.250 

0.850 

4000 

5000 

T0 

0.249 

0.845 

3980 

4970 

0.316 

1.08 

5060 

6330 

% 

0.307 

1.04 

4910 

6140 

0.391 

1  1.33 

6250 

7810 

« 

0.371 

1.26 

5940 

7420 

0.473 

1.61 

7560 

9450 

X 

0.442 

1.50 

7070 

8840 

0,563 

1.91 

9000 

11250 

T0 

0.519 

1.76 

8300 

10370 

0.660 

2.25 

10560 

13200 

K 

0.601 

2.04 

9620 

12030 

0.766 

2.60 

12250 

15310 

ii 

10 

0.690 

!  2.35 

11040 

13810 

0.879 

2.99 

14060 

17580 

l 

0.785 

2.67 

12570 

15710 

1.00 

3.40 

16000 

20000 

W0 

0.887 

3.01 

14190 

17730 

1.13 

3.84 

18060 

22580 

IK 

0.994 

3.38 

15900 

19880 

1.27 

4.30 

20250 

25310 

1t0 

1.11 

3.77 

17720 

22150 

1.41 

4.80 

22560 

28200 

IX 

1.23 

4.17 

19640 

24540 

1.56 

5.31 

25000 

31250 

1.35 

'  4.60 

21650 

27060 

1.72 

5.86 

27560 

34450 

m 

1.48 

5.05 

23760 

29700 

1.89 

6.43 

30250 

37810 

1/0 

1.62 

5.52 

25970 

32460 

2.07 

7.03 

33060 

41330 

1 K 

1.77 

6.01 

28270 

35340 

2.25 

|  7.65 

36000 

45000 

1t90 

1.92 

6.52 

30680 

38350 

2.44 

8.30 

39060 

48830 

1% 

2.07 

7.05 

33180 

41480 

2.64 

8.98 

42250 

52810 

Hi 

2.24 

7.60 

35780 

44730 

2.85 

9.68 

45560 

56950 

1M 

2.41 

8.18 

38480 

48110 

3.06 

10.41 

49000 

61250 

Hi 

2.58 

8.77 

41280 

51600 

3.29 

11.17 

52560 

65700 

IK 

2.76 

9.39 

44180 

55220 

3.52 

11.95 

56250 

70310 

Hi 

2.95 

10.02 

47170 

58970 

3.75 

12.76 

60060 

75080 

2 

3.14 

10.68 

50270 

62830 

4.00 

13.60 

64000 

80000 

2t0 

3.34 

11.36 

53460 

66820 

4.25 

14.46 

68060 

85080 

2K 

3.55 

12.06 

56750 

70930 

4.52 

15.35 

72250 

90310 

2t30 

3.76 

12.78 

60130 

75170 

4.79 

16.27 

76560 

95700 

2K 

3.98 

13.52 

63620 

79520 

5.06 

17.22 

81000 

101250 

2y50 

4.20 

14.28 

67200 

84000 

5.35 

18.19 

85560 

106950 

2K 

4.43 

15.07 

70880 

88600 

5.64 

19.18 

90250 

112810 

2y0 

4.67 

15.86 

74660 

93330 

5.94 

20.20 

95060 

118830 

2K 

4.91 

16.69 

78540 

98170 

6.25 

21.25 

100000 

125000 

2t90 

5.16 

17.53 

82520 

103140 

6.57 

22.33 

105060 

131330 

2K 

5.41 

18.40 

86590 

108240 

6.89 

23.43 

110250 

137810 

2« 

5.67 

19.29 

90760 

113450 

7.22 

24.56 

115560 

144450 

2  X 

5.94 

20.20 

95030 

118790 

7.56 

25.71 

121000 

151250 

2H 

6.21 

21.12 

99400 

124250 

7.91 

26.90 

126560 

158200 

2K 

6.49 

22.07 

103870 

129840 

8.27 

28.10 

132250 

165310 

2« 

6.78 

23.04 

108430 

135540 

8.63 

29.34 

138060 

172580 

3 

7.07 

24.03 

113100  | 

141370 

9.00 

30.60 

144000 

180000 

81 


CARNEGIE  STEEL  COMPANY 


SAFE  BEARING  LOADS  FOR  PILES :  There  are  two  con¬ 
ditions  under  which  bearing  piles  are  used;  that  in  which  the 
lower  end  rests  upon  a  hard  stratum,  in  which  case  the  load 
on  the  pile  is  limited  by  the  strength  of  the  pile  considered 
as  a  column,  and  that  in  which  the  load  is  carried  by  the 
friction  of  the  material  penetrated  on  the  sides  of  the  pile. 
To  determine  the  amount  of  load  which  the  pile  will  carry  in 
the  latter  case,  there  are  two  types  of  formulas  in  use — 
theoretical  formulas  based  on  a.  consideration  of  the  energy 
expended  in  driving,  and  empirical  formulas  based  on  experi¬ 
ence  or  experiments.  The  most  recent  formula  of  the  first 
class  is  that  given  by  M.  J.  Benabenq  in  the  Annales 
des  Ponts  et  Chaussees,  Volume  VI,  1911,  Page  516.  The 

formula  which  he  recommends  is  R—^1  — +m+p,  in  which 

z  e 

m  —  weight  of  the  hammer,  p= weight  of  the  pile,  h=fall 
of  the  hammer,  e=penetration  of  the  pile  for  any  given 
blow,  and  |R=resistance  of  the  pile  at  anytime  during 
driving. 

The  formulas  in  most  current  use  are  those  devised  by 
A.  M.  Wellington  and  known  as  the  “ Engineering  News” 
formulas.  They  are: 

For  a  pile  driven  with  a  drop  hammer, 

safe  load  in  pounds W  ^ 
s  +  1 

For  a  pile  driven  with  a  steam  hammer 

safe  load  in  pounds  = -- W 

8  +  0.1 

in  which  w= weight  of  the  drop  hammer,  or  striking  parts  of 
the  steam  hammer,  in  pounds,  h=fall  of  the  hammer,  or 
striking  parts,  in  feet,  and  s=penetration,  or  set  of  the  pile 
under  the  last  blow,  in  inches.  The  assumed  factor  of  safety 
in  these  formulas  is  6.  They  are  to  be  applied  under  the 
conditions  that  the  loads  are  truly  vertical,  that  the  set  is 
measured  only  when  there  is  no  visible  rebound  of  the  hammer, 
and  that  the  last  blow  is  struck  upon  practically  sound  wood. 


82 


STEEL  SHEET  PILING 


Table  XVIII,  published  by  the  courtesy  of  the  Vulcan  Iron 
Works,  Chicago,  gives  the  theoretical  safe  load  based  on  the 
above  formula  for  a  pile  driven  by  a  steam  hammer: — 
TABLE  XVIII.  SAFE  BEARING  LOAD  FOR  PILES 
DRIVEN  BY  STEAM  HAMMER— IN  POUNDS. 


Set  in 
Inches 

No.  1 

No.  2 

No.  3 

No.  4 

0.0 

350,000 

180,000 

90,000 

22,000 

0.1 

175,000 

90,000 

45,000 

11,000 

0.2 

116,666 

60,000 

30,000 

7,333 

0.3 

87,500 

45,000 

22,500 

5,500 

0.4 

70,000 

36,000 

18,000 

4,400 

0.5 

58,333 

30,000 

15,000 

3,666 

0.75 

41,176 

21,176 

10,588 

2,588 

1.0 

31,817 

16,363 

8,181 

2,000 

1.5 

21,875 

11,250 

5,625 

1,375 

2.0 

16,666 

8,571 

4,285 

1,047 

2.5 

13,461 

6,923 

3,461 

846 

3.0 

11,290 

5,806 

2,903 

709 

The  American  Railway  Engineering  Association  requires 
that  all  piles  shall  be  driven  to  a  firm  bearing  satisfactory  to 
the  engineer  or  until  five  blows  of  the  hammer,  weighing 
3,000  pounds  and  falling  15  feet  (or  a  hammer  and  fall  pro¬ 
ducing  the  same  mechanical  effect),  are  required  to  cause  an 
average  penetration  of  Y"  per  blow,  except  in  soft  bottom, 
where  special  instructions  are  to  be  given.  Good  building 
specifications  do  not  permit  any  friction  pile,  however  large, 
to  be  loaded  with  more  than  60,000  pounds. 

Force  of  Blow.  The  force  given  by  the  blow  of  a  pile  driving 
hammer  depends  upon  so  many  considerations  that  no  general 
statement  can  be  made.  In  the  case  of  a  hoist  operated 
gravity  hammer  or  a  steam  operated  gravity  hammer,  the 
energy  of  the  blow,  usually  expressed  in  foot-pounds,  is  the 
product  of  the  weight  of  the  hammer  or  ram  multiplied  by 
its  fall  or  stroke.  In  the  case  of  double  acting  ram  hammers 
or  percussion  piston  hammers,  the  energy  of  the  blow  is  the 
area  of  the  piston  multiplied  by  the  steam  pressure  plus  the 
weight  of  the  ram  or  piston  multiplied  by  the  stroke.  The 
useful  work  in  foot-pounds  actually  done  upon  the  pile  is  the 
product  of  the  resistance  of  the  pile  multiplied  by  its  set 
under  the  blow.  The  ratio  of  these  two  quantities  is  the 
efficiency  of  the  blow. 


83 


CARNEGIE  STEEL  COMPANY 


TABLE 

XIX.  STRENGTH  OF  HOISTING  ROPES 

(From  the  American  Civil  Engineers’  Pocket  Book,  page  398) 

Diameter, 

Inches 

Circumference, 

Inches 

Weight 
per  Foot, 
Pounds 

Ultimate 

Ten.  Strength, 
Pounds 

Working 

Load, 

Pounds 

CAST  STEEL  HOISTING  ROPE,  6  Strands  of  19  Wires  each 

2M 

7 

8.00 

310000 

62000 

2 

6  M 

6.30 

250000 

50000 

IK 

534 

5.25 

212000 

42000 

m 

5 

4.10 

172000 

34000 

l'A 

m 

3.65 

154000 

30000 

m 

3.00 

126000 

24000 

.  m 

4 

2.50 

104000 

20000 

m 

3J4 

2.00 

84000 

16000 

i 

3K 

1.58 

66000 

12000 

% 

2% 

1.20 

50000 

10000 

k 

2^ 

0.88 

36000 

7000 

5A 

2 

0.60 

28000 

5000 

TS 

1  y 

0.48 

18000 

3500 

V2 

I'A 

0.39 

15000 

3000 

iy8 

0.29 

12000 

2500 

K 

IK 

0.23 

9000 

1750 

A 

1 

0.16 

6000 

1500 

STANDING  ROPE  FOR  DERRICKS,  6  Strands  of  7  Wires  each 

1V2 

m 

3.37 

124000 

26000 

m 

4  K 

2.77 

104000 

22000 

IK 

4 

2.28 

88000 

18000 

iy8 

3A 

1.82 

72000 

14000 

i 

3y8 

1.50 

60000 

12000 

y8 

2M 

1.12 

44000 

9000 

k 

2^g 

0.92 

34000 

7000 

a 

2  y8 

0.70 

28000 

5500 

y8 

2 

0.57 

22000 

4000 

A 

IK 

0.41 

16000 

3500 

a 

iy2 

0.31 

12000 

2500 

T?6 

m 

0.23 

10000 

2000 

y8 

0.21 

8000 

1750 

1 

0.16 

6000 

1500 

-£2 

y8 

0.12 

5500 

1250 

MANILA  ROPE 

Diameter, 

Inches 

Circumference, 

Inches 

Weight  of 
100  Feet  of 
Rope,  Pounds 

Ultimate  Tensile  Strength 
calculated  by  the  formulas  of 

Hunt 

Miller 

Pounds 

Pounds 

3K 

10 

325 

72000 

70000 

3 

9 

262 

58300 

56700 

2  % 

8 

211 

46100 

44800 

2  M 

7 

153 

35300 

34300 

2 

6 

113 

25900 

25200 

iy8 

5 

80 

18000 

18100 

iy2 

4H. 

65 

14600 

14900 

it6ff 

4 

52 

11500 

12000 

1  y8 

3^ 

38 

8820 

9370 

1 

3 

28.3 

6480 

7020 

it 

2lA 

20 

4500 

5030 

y8 

2 

13.3 

2880 

3380 

lA 

1H 

7.7 

1620 

2020 

y8 

1H 

5 

900 

1140 

T5 

1 

4 

630 

790 

t3h 

T% 

2 

230 

280 

84 


STEEL  SHEET  PILING 


TABLE 

Quantity  in 

XX.  WEIGHT  OF  STEEL 
IN  POUNDS 

Various  Lengths^for  One 

SHEET  PILING 

Lineal  Foot  of  Wall 

KIND, 

SIZE 

AND  WEIGHT  PER  SQUARE  FOOT 

ll 

Friestedt 

Symmetrical 

unitea  states 

Interlocking 

Interlock 

9" 

12}4" 

12" 

12" 

12" 

15" 

15" 

10" 

10" 

12" 

12" 

15" 

15" 

16 

38 

40 

33 

38 

38 

44 

28 

34 

34 

39 

39 

45 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

l 

21 

35 

40 

33 

38 

38 

44 

28 

34 

34 

39 

39 

45 

2 

43 

70 

80; 

66 

76 

76 

88 

56 

68 

68 

78 

78 

90 

3 

64 

105 

120 

99 

114 

114 

132 

84 

102 

102 

117 

117 

135 

4 

85 

140 

160 

132 

152 

152 

176 

112 

136 

136 

156 

156 

180 

5 

107 

175 

200 

165 

190 

190 

220 

140 

170 

170 

195 

195 

225 

6 

128 

210 

240 

198 

228 

228 

264 

168 

204 

204 

234 

234 

270 

7 

149 

245 

280 

231 

266 

266 

308 

196 

238 

238 

273 

273 

315 

8 

171 

280 

320 

264 

304 

304 

352 

224 

272 

272 

312 

312 

360 

9 

192 

315 

360 

297 

342 

342 

396 

252 

306 

306 

351 

351 

405 

10 

213 

350 

400 

330 

380 

380 

440 

280 

340 

340 

390 

390 

450 

11 

235 

385 

440 

363 

418 

418 

484 

308 

374 

374 

429 

429 

495 

12 

256 

420 

480 

396 

456 

456 

528 

336 

408 

408 

468 

468 

540 

13 

277 

455 

520 

429 

494 

494 

572 

364 

442 

442 

507 

507 

585 

14 

299 

490 

560 

462 

532 

532 

616 

392 

476 

476 

546 

546 

630 

15 

320 

525 

600 

495 

570 

570 

660 

420 

510 

510 

585 

585 

675 

16 

341 

560 

640 

528 

608 

608 

704 

448 

544 

544 

624 

624 

720 

17 

363 

595 

680 

561 

646 

646 

748 

476 

578 

578 

663 

663 

765 

18 

384 

630 

720 

594 

684 

684 

792 

504 

612 

612 

702 

702 

810 

19 

405 

665 

760 

627 

722 

722 

836 

532 

646 

646 

741 

741 

855 

20 

427 

700 

800 

660 

760 

760 

880 

560 

680 

680 

780 

780 

900 

21 

448 

735 

840 

693 

798 

798 

924 

588 

714 

714 

819 

819 

945 

22 

469 

770 

880 

726 

836 

836 

968 

616 

748 

748 

858 

858 

990 

23 

491 

805 

920 

759 

874 

874 

1012 

644 

782 

782 

897 

897 

1035 

24 

512 

840 

960 

792 

912 

912 

1056 

672 

816 

816 

936 

936 

1080 

25 

533 

875 

1000 

825 

950 

950 

1100 

700 

850 

850 

975 

975 

1125 

26 

555 

910 

1040 

858 

988 

988 

1144 

728 

884 

884 

1014 

1014 

1170 

27 

576 

945 

1080 

891 

1026 

1026 

1188 

756 

918 

918 

1053 

1053 

1215 

28 

597 

980 

1120 

924 

1064 

1064 

1232 

784 

952 

952 

1092 

1092 

1260 

29 

619 

1015 

1160 

957 

1102 

1102 

1276 

812 

986 

986 

1131 

1131 

1305 

30 

640 

1050 

1200 

990 

1140 

1140 

1320 

840 

1020 

1020 

1170 

1170 

1350 

31 

661 

1085 

1240 

1023 

1178 

1178 

1364 

868 

1054 

1054 

1209 

1209 

1395 

32 

683 

1120 

1280 

1056 

1216 

1216 

1408 

896 

1088 

1088 

1248 

1248 

1440 

33 

704 

1155 

1320 

1089 

1254 

1254 

1452 

924 

1122 

1122 

1287 

1287 

1485 

34 

725 

1190 

1360 

1122 

1292 

1292 

1496 

952 

1156 

1156 

1326 

1326 

1530 

35 

747 

1225 

1400 

1155 

1330 

1330 

1540 

980 

1190 

1190 

1365 

1365 

1575 

36 

768 

1260 

1440 

1188 

1368 

1368 

1584 

1008 

1224 

1224 

1404 

1404 

1620 

37 

789 

1295 

1480 

1221 

1406 

1406 

1628 

1036 

1258 

1258 

1443 

1443 

1665 

38 

811 

1330 

1520 

1254 

1444 

1444 

1672 

1064 

1292 

1292 

1482 

1482 

1710 

39 

832 

1365 

1560 

1287 

1482 

1482 

1716 

1092 

1326 

1326 

1521 

1521 

1755 

40 

853 

1400 

1600 

1320 

1520 

1520 

1760 

1120 

1360 

1360 

1560 

1560 

1800 

41 

875 

1435 

1640 

1353 

1558 

1558 

1804 

1148 

1394 

1394 

1599 

1599 

1845 

42 

896 

1470 

1680 

1386 

1596 

1596 

1848 

1176 

1428 

1428 

1638 

1638 

1890 

43 

917 

1505 

1720 

1419 

1634 

1634 

1892 

1204 

1462 

1462 

1677 

1677 

1935 

44 

939 

1540 

1760 

1452 

1672 

1672 

1936 

1232 

1496 

1496 

1716 

1716 

1980 

45 

960 

1575 

1800 

1485 

1710 

1710 

1980 

1260 

1530 

1530 

1755 

1755 

2025 

46 

981 

1610 

1840 

1518 

1748 

1748 

2024 

1288 

1564 

1564 

1794 

1794 

2070 

47 

1003 

1645 

1880 

1551 

1786 

1786 

2068 

1316 

1598 

1598 

1833 

1833 

2115 

48 

1024 

1680 

1920 

1584 

1824 

1824 

2112 

1344 

1632 

1632 

1872 

1872 

2160 

49 

1045 

1715 

1960 

1617 

1862 

1862 

2156 

1372 

1666 

1666 

1911 

1911 

2205 

50 

1067 

1750 

2000 

1650 

1900 

1900 

2200 

1400 

1700 

1700 

1950 

1950 

2250 

To  ascertain  approximate  weight  of  piling  to 

cover 

a  given  area,  multiply 

the  horizontal  dimensions  of  the  area  in  feet  by  the  tabular  weights  corresponding 

to  the  length  of  piling  in  feet  of  the  section  to  be  used. 

85 


CARNEGIE  STEEL  COMPANY 


TABLE  XXI.  METRIC  CONVERSION  TABLES 

Inches  and  Fractions  of  an  Inch  to  Millimeters 


39.37  Inches,  U.  S.  Standard— 1  Meter=100  Centimeters==1000  Millimeters 


Inches 

0 

* 

Vs 

1  3 
•T* 

I  * 

6 

TS 

Vs 

7 

T5 

0 

0.00 

1.59 

3.18 

4.76 

6.35 

7.94 

9.53 

11.11 

1 

25.40 

26.99 

28.58 

30.16 

31.75 

33.34 

34.93 

36.51 

2 

50.80 

52.39 

53.98 

55.56 

57.15 

58.74 

60.33 

61.91 

3 

76.20 

77.79 

79.38  80.96 

82.55 

84.14 

85.73 

87.31 

4 

101.60 

103.19 

104.78 

106.36 

107.95 

109.54 

111.13 

i  112.71 

5 

127.00 

128.59 

130.18 

131.76 

133.35 

;  134.94 

136.53 

138.11 

6 

152.40 

153.99 

155.58 

157.16 

158.75 

160.34 

161.93 

163.51 

7 

177.80 

179  39 

180.98 

182.56 

184.15 

!  185.74 

!  187.33 

188.91 

8 

203.20 

204.79 

206.38 

207.96 

209.55 

211.14 

212.73 

214.31 

9 

228.80 

230.19 

231.78 

233.36 

234.95 

236.54 

238.13 

239.71 

10 

254.00 

255.59 

257.18 

258.76 

260.35 

261.94 

263.53 

!  265.11 

11 

279.40 

280.99 

282.58 

284.16 

285.75 

287.34 

1  288.93 

290.51 

12 

304.80 

306.39 

307.98 

309.56 

311.15 

312.74 

314.33 

315.91 

13 

330.20 

331.79 

333.38 

334.96 

336.55 

338.14 

339.73 

341.31 

14 

355.60 

357.19 

358.78 

360.36 

361.95 

|  363.54 

365.13 

366.71 

15 

381.00 

382.59 

384.18 

385.76 

387.35 

388.94 

i  390.53 

392.11 

16 

406.40 

407.99 

409.58 

411.16 

412.75 

414.34 

415.93 

417.51 

17 

1  431.80 

433.39 

434.98 

436.56 

438.15  ! 

439.74 

441.33 

442.91 

18 

!  457.20 

458.79 

460.38 

461.96 

463.55 

465.14 

466.73 

468.31 

19 

!  482.60 

484.19 

485.78 

487.36 

488.95 

490.54 

492.13 

493.71 

20 

|  508.00 

509.59 

511.18 

512.76 

514.35 

515.94 

517.53  j 

519.11 

21 

533.40 

.534.99 

536.58 

538.16 

539.75 

541.34 

542.93 

544.51 

22 

558.80 

560.39 

561.98 

563.56 

565.15 

566.74 

568.33 

569.91 

23 

584.20 

585.79 

587.38 

588.96 

590.55 

592.14 

593.73 

595.31 

24 

609.60 

611.19 

612.78 

614.36 

615.95  I 

617.54 

619.13 

620.71 

25 

635.00 

636.59 

638.18 

639.76 

641.35 

642.94 

644.53 

646.11 

26 

660.40 

661.99 

663.58 

665.16 

666.75 

668.34 

669.93 

671.51 

27 

685.80 

687.39 

688.98 

690.56 

692.15 

693.74 

695.33 

696.91 

28 

711.20 

712.79 

714.38 

715.96 

717.55 

719.14 

720.73 

722.31 

29 

736.60 

738.19 

739.78 

741.36 

742.95 

744.54 

746  13 

747.71 

30 

762.00 

763.59 

765.18 

766.76 

768.35 

769.94 

771.53  | 

773.11 

31 

787.40 

788.99 

790.58 

792.16 

793.75 

795.34 

796.93  1 

798.51 

32 

812.80 

814.39 

815.98 

817.56 

819.15 

820.74 

822.33 

823.91 

33 

838.20 

839.79 

841.38 

842.96 

844.55 

846.14 

847.73 

849.31 

34 

863.60 

865.19 

866.78 

868.36 

869.95 

871.54 

873.13 

874.71 

35 

889.00 

890.59 

892.18 

893.76 

895.35 

896.94 

898.53 

900.11 

36 

914.40 

915.99 

917  58 

919.16 

920.75 

922.34 

923.93 

925.51 

37 

939.80 

941.39! 

942.98 

944.56 

946.15 

947.74 

949.33 

950.91 

38 

965.20 

966.79 

968.38 

969.96 

971.55 

973.14 

974.73 

976.31 

39 

990.60 

992.19 

993.78 

995.36 

996.95 

998.54 

1000.13 

1001.71 

40 

1016.00 

1017.59  1 

1019.18 

1020.76 

1022.35 

1023.94 

1025.53 

1027.11 

Feet  to  Meters 

3.280833  Feet,  U.  S.  Standard=l  Meter=100  Centimeters=1000  Millimeters 


0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

0 

0.000 

.305 

.610 

.914 

1.219 

1.524 

1.829 

2.134 

2.438 

2.743 

10 

3.048 

3.353 

3.658 

3.962 

4.267 

4.572 

4.877 

5.182 

5.486 

5.791 

20 

6.096 

6.401 

6.706 

7.010 

7.315 

7.620 

7.925 

8.230 

8.534 

8.839 

30 

9.144 

|  9.449 

9.754 

10.058 

10.363 

10.668 

10.973 

11.278 

11.582 

11.887 

40 

12.192 

12.497 

12.802 

13.106 

13.411 

13.716 

14.021 

14.326 

14.630 

14.935 

50 

15.240 

15.545 

15.850 

16.154 

16.459 

16.764 

17.069 

17.374 

16.678 

17.983 

60 

18.288 

18.593 

18.898 

19.202 

19.507 

19.812 

20.117 

20.422 

20.726 

21.0^1 

70 

21.336 

21.641 

21.946 

22.250 

22.555 

22.860 

23.165 

23.470 

23.774 

24.079 

80 

24.384 

24.689 

24.994 

25.298 

25.603 

25.908 

26.213 

26.518 

26.822 

27.127 

90 

27.432 

27.737 

1  28.042 

28.346 

28.651 

28.956 

29.261 

29.566 

29.870 

30.175 

86 


STEEL  SHEET  PILING 


TABLE  XXI — Continued 


Inches  and  Fractions  of  an  Inch  to  Millimeters 
39.37  inches,  U.  S.  Standard=l  Meter=100  Centimeters=1000  Millimeters 


Inches 

34 

9 

T(> 

n 

T5 

X 

13 

16 

|  7A 

H 

0 

12.70 

14.29 

15.88 

17.46 

19.05 

20.64 

1  22.23 

23.81 

1 

38.10 

39.69 

41.28 

42.86 

44.45 

46.04 

47.63 

49.21 

2 

63.50 

65.09 

66.68 

68.26 

69.85 

71,44 

73.03 

74.61 

3 

88.90 

90.49 

92.08 

93.66 

95.25 

96.84  | 

98.43 

100.01 

4 

114.30 

115.89 

117.48 

119.06 

120.65 

,  122.24 

123.83 

125.41 

5 

139.70 

141.29 

142.88 

144.46 

146.05 

147.64  | 

149.23 

150.81 

6 

165.10 

166.69 

168.28 

169.86 

171.45 

173.04 

174.63 

176.21 

7 

190.50 

192.09 

193.68 

195.26 

196.85 

198.44 

200.03 

201.61 

8 

215.90 

217.49 

219.08 

220.66 

222.25 

223.84 

225.43 

227.01 

9 

241.30 

242.89 

244.48 

246.06 

247.65 

249.24 

250.83 

252.41 

10 

266.70 

268.29 

269.88 

271.46 

273.05 

274.64 

276.23 

277.81 

11 

292.10 

293.69 

295.28 

296.86 

298.45 

300.04 

301.63 

303.21 

12 

317.50 

319.09 

320.68 

322.26 

323.85 

325.44 

327.03 

328.61 

13 

342.90 

344.49 

346.08 

347.66 

349.25 

350.84 

352.43 

354.01 

14 

368.30 

369.89 

371.48 

373.06 

374.65 

376.24 

377.83 

379.41 

15 

393.70 

395.29 

396.88 

;  398.46 

400.05 

401.64 

403.23 

404.81 

16 

419.10 

420.69 

422.28 

423.86 

425.45 

427.04 

428.63 

430.21 

17 

|  444.50 

446.09 

447.68 

449.26 

450.85 

452.44 

454.03 

455.61 

18 

;  469.90 

471.49 

473.08 

1  474.66 

476.25 

477.84 

479.43 

481.01 

19 

;  495.30 

496.89 

498.48 

;  500.06 

501.65 

503.24 

504.83 

506.41 

20 

:  520.70 

522.29 

523.88 

525.46 

527.05 

528.64 

530.23 

531.81 

21 

546.10 

547.69 

549.28 

550.86 

552.45 

554.04 

555.63 

557.21 

22 

571.50 

573.09 

574.68 

1  576.26 

577.85 

579.44 

581.03 

582.61 

23 

596.90 

598.49 

600.08 

601.66 

603.25 

604.84 

606.43 

608.01 

24 

622.30 

623.89 

625..48 

!  627.06 

628.65 

630.24 

631.83 

633.41 

25 

647.70 

649.29 

650.88 

1  652.46 

654.05 

655.64 

657.23 

658.81 

26 

673.10 

674.69 

676.28 

677.86 

679.45 

681.04 

682.63 

684.21 

27 

698.50 

700.09 

701.68 

703.26 

704.85 

706.44 

708.03 

709.61 

28 

723.90 

725.49 

727.08 

728.66 

730.25 

731.84 

733.43 

735.01 

29 

749.30 

750.89 

752.48 

754.06 

755.65 

757.24 

758.83 

760.41 

30 

774.70 

776.29 

777.88 

779.46 

781.05 

782.64 

784.23 

785.81 

31 

800.10 

801.69 

803.28 

804.86 

806.45 

808.04 

809.63 

811.21 

32 

825.50 

827.09 

828.68 

830.26 

831.85 

833.44 

835.03 

836.61 

33 

850.90 

852.49 

854.08 

855.66 

857.25 

858.84 

860.43 

862.01 

34 

876.30 

877.89 

879.48 

881.06 

882.65 

884.24 

885.83 

887.41 

35 

901.70 

903.29 

904.88 

906.46 

908.05 

909.64 

911.23 

;  912.81 

36 

927.10 

928.69 

930.28 

931.86 

933.45 

935.04 

936.63. 

938.21 

37 

952.50 

!  954.09 

955.68 

957.26 

958.85 

960.44 

962.03 

963.61 

38 

977.90 

i  979.49 

981.08 

982.66 

984.25 

985.84 

987.43 

989.01 

39 

1003.30 

1004.89 

1006.48 

1008.06 

1009.65 

1011.24 

1012.83 

1014.41 

40 

1028.70 

1030.29 

1031.88 

1033.46 

1035.05 

1036.64 

1038.23 

1039.81 

Miscellaneous  U.  S.  and  Metric  Measures 


Number 

Square 

Feet 

to 

Square 

Meters 

Cubic 
Feet  to 
Cubic 
Meters 

Pounds 

to 

Kilo¬ 

grams 

Pounds 
per  Foot 
to 

Kilo¬ 
grams 
per  meter 

Pounds 
perSq. 
Inch  to 
Kilo¬ 
grams 
per  Sq. 
Cm. 

Square 

Meters 

to 

Square 

Feet 

Cubic 

Meters 

to 

Cubic  Feet 

[  Kilo-  1 
!  Kilo-  5  erarns 

grtaQms  Meter 
Pounds  Po‘°nd8 
j  per  Ft. 

Kilograms 
per  Sq. 
Centimeter 
to 

Pounds  per 
Sq.  Inch 

1 

0.093 

0.028 

0.454 

1.488 

0.070 

10.764 

35.314 

2.205  i  0.672 

14.223 

2 

0.186 

0.057 

0.907 

2.976 

0.141 

21.528 

70.629 

4.409  1.344 

28.447 

3 

0.279 

0.085 

1.361 

4.464 

0.211 

32.292 

105.943 

6.614  2.016 

42.670 

4 

0.372 

0.113 

1.814 

5.953 

0.281 

43.055 

141.258 

8.818  2.688 

56.894 

5 

0.465 

0.142 

2.268 

7.441 

0.352 

53.819 

176.572 

11.023  3.360 

71.117 

6 

0.557 

0.170 

2.722 

8.929 

0.422 

64.583 

211.887 

13.228  4.032 

85.340 

7 

0.650 

0.198 

3.175 

10.417 

0.492 

75.347 

247.201 

15.432  4.704 

99.564 

8 

0.743 

0.227 

3.629 

11.905 

0.562 

86.111 

282.515 

17.637  5.376 

113.787 

9 

0.836 

0.255 

4.082 

13.393 

0.633 

96.875 

317.830 

19.842  6.048 

128.011 

10 

0.929 

0.283 

4.536 

14.882 

0.703 

107.639 

353.144 

22.046  6.720 

142.234 

87 


CARNEGIE  STEEL  COMPANY 


TABLE  XXII.  DECIMALS  OF  AN  INCH  AND  OF  A  FOOT 


- . — 

Rt  1 

A  1 

cb  i 

cb  t  -+i 

Fractions 

of 

Inch  or  Foot 

•1  8^ 
8*£ 
8  *  g 

o 

§  g.s 

Fractions 

1  of 

Inch  or  Foot 

Fractions 

of 

Inch  or  Foot 

Fractions 

of 

Inch  or  Foot 

2 

o  p  o 

o  p  ° 

a  g.2 

>-H  — - 

.0052 

13 

2552 

3tb 

.5052 

6tb 

.7552 

9/b 

.0104 

K 

.2604 

SVs 

.5104 

6  X 

7604 

9Vs 

i 

B4 

.015625 

TB 

t* 

.265625 

3tb 

33 

54 

.515625 

6x3b 

If 

.765625 

9x3b 

.0208 

.2708 

3  X 

.5208 

6M 

.7708 

9  X 

.0260 

TB 

.2760 

3t6b 

.5260 

6t6b 

.7760 

9t6b 

52 

.03125 

Vs 

52 

.28125 

SVs 

52 

.53125 

6Vs 

M 

.78125 

9% 

.0365 

.2865 

3t7b 

.5365 

0x76 

.7865 

9tb 

.0417 

X 

.2917 

3A 

.5417 

6  X 

.7917 

9  X 

04 

.046875 

TB 

it 

.296875 

3t9b 

if 

.546875 

6xb 

Si 

.796875 

9tb 

.0521 

Vs 

.3021 

SVs 

.5521 

6Vs 

.8021 

9Vs 

.0573 

TB 

.3073 

3tb 

.5573 

61t 

.8073 

9  it 

l6 

.0625 

X 

5 

IS 

.3125 

3% 

TB 

.5625 

m 

13 

TB 

.8125 

9% 

.0677 

TB 

Vs 

.3177 

3ii 

.5677 

6Ii 

.8177 

9ii 

.0729 

.3229 

3Vs 

.5729 

QVs 

.8229 

9Vs 

04 

.078125 

if 

u 

.328125 

31t 

37 

64 

.578125 

Oft 

53 

64 

.828125 

|  9i| 

.0833 

1 

.3333  * 

4 

.5833 

7 

.8333 

10 

.0885 

1* 

.3385 

4tb 

.5885 

7xb 

.8385 

10/b 

33 

.09375 

iy8 

33 

.34375 

H/s 

52 

.59375 

7  X 

u 

.84375 

103^ 

.0990 

Itb 

.3490 

4t3b 

.5990 

7tb 

.8490 

10xB 

.1042 

IX 

.3542 

4M 

.6042 

7M 

.8542 

loy 

ei 

.109375 

Itb 

23 

64 

.359375 

4x5 

if 

.609375 

7xb 

55 

B4 

.859375 

10xb 

.1146 

l: Vs 

.3646 

Ws 

.6146 

7^ 

.8646 

10X 

.1198 

Itb 

.3698 

4/5 

.6198 

7xb 

.8698 

10* 

Vs 

.1250 

IX 

.3750 

4i4 

5* 

.6250 

7  H 

Vs 

.8750 

ioh 

.1302 

Itb 

.3802 

4x9b 

.6302 

7t9b 

.8802 

10t9b 

.1354 

m 

.3854 

Ws 

.6354 

7^8 

.8854 

ioy8 

35 

.140625 

m 

64 

.390625 

4 15 

4  1 
54 

.640625 

7H 

57 

B4 

.890625 

10U 

.1458 

m 

.3958 

m 

.6458 

7M 

.8958 

1034 

.1510 

llB 

.4010 

4« 

.6510 

7li 

.9010 

10ii 

52 

.15625 

m 

ti 

.40625 

4^ 

52 

.65625 

7% 

29 

52 

.90625 

10Vs 

.1615 

.4115 

4xt 

.6615 

715 
'  TB 

.9115 

10it 

.1667 

2 

.4167 

5 

.6667 

8 

.9167 

11 

a 

.171875 

IPs 

64 

.421875 

5x5 

54 

.671875 

8  re 

if 

.921875 

Htb 

.1771 

.4271 

5Vs 

.6771 

8  X 

.9271 

11 X 

.1823 

2t3b 

.4323 

5x35 

.6823 

8tb 

.9323 

Htb 

re 

.1875 

2M 

TB 

.4375 

5H 

It 

.6875 

8  X 

it 

.9375 

11X 

.1927 

2t5b 

.4427 

5x5 

.6927 

8x5b 

.9427 

HfB 

.1979 

2% 

.4479 

5Vs 

.6979 

8Vs 

.9479 

llH 

1  3 

S4  • 

.203125 

2* 

If 

.453125 

5x5 

45 

64 

.703125 

8xb 

64 

.953125 

Ht'b 

.2083 

2M 

.4583 

5y2 

.7083 

8V2 

.9583 

11 X 

.2135 

2* 

.4635 

5t9b 

.7135 

8t9b 

.9635 

11t9b 

52 

.21875 

2% 

33 

.46875 

5Vs 

23 

32 

.71875 

8^ 

it 

.96875 

HVs 

.2240 

2\i 

.4740 

5x5 

.7240 

8xt 

.9740 

Hit 

.2292 

2H 

.4792 

5M 

.7292 

8M 

.9792 

11X 

if 

.234375 

21b 

Si 

.484375 

5xt 

47 

B4 

.734375 

8xi 

63 

64 

.984375 

llxi 

.2396 

2Vs 

.4896 

5Vs 

.7396 

8K 

.9896 

HVs 

1  lit 

.2448 

2« 

.4948 

5xt 

.7448 

8it 

.9948 

X 

.2500 

3 

X 

.5000 

6 

X 

.7500 

9 

1 

1.0000 

12 

88 


CARNEGIE  STEEL  COMPANY 


GENERAL  OFFICES: 

Pittsburgh,  Carnegie  Building. 

DISTRICT  OFFICES: 

Birmingham,  Brown-Marx  Building, 

Boston,  120  Franklin  Street, 

Buffalo,  Ellicott  Square  Building, 

Chicago,  Commercial  National  Bank  Building 
Cincinnati,  Union  Trust  Building, 

Cleveland,  Rockefeller  Building, 

Denver,  First  National  Bank  Building,. 

Detroit,  Ford  Building, 

New  Orleans,  Maison  Blanche, 

New  York,  Hudson  Terminal,  30  Church  Street, 
Philadelphia,  Pennsylvania  Building, 

Pittsburgh,  Carnegie  Building, 

St.  Louis,  Third  National  Bank  Building, 

St.  Paul,  Pioneer  Building. 

EXPORT  REPRESENTATIVES: 

UNITED  STATES  STEEL  PRODUCTS  CO., 

New  York,  Hudson  Terminal,  30  Church  Street. 

PACIFIC  COAST  REPRESENTATIVES: 

UNITED  STATES  STEEL  PRODUCTS  CO.,  PACIFIC  COAST  DEPT. 
Los  Angeles,  Jackson  Street  and  Central  Avenue, 
Portland,  Selling  Building, 

San  Francisco,  Rialto  Building, 

Seattle,  4th  Ave.  South  and  Connecticut  Ave. 


